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Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page i
Project No.: WW2402.401
Rev 1-16-2024
CITY OF CHANDLER, ARIZONA
101/202 REDUNDANT 66-INCH SEWER LINE
CITY PROJECT NO.: WW2402.401
CONSTRUCTION SERVICES AGREEMENT
(CONSTRUCTION MANAGER AT RISK)
__________________________________________________
Daniel Haskins, P.E.
CIP City Engineer
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
Rev 1-16-2024
CITY OF CHANDLER, ARIZONA
101/202 REDUNDANT 66-INCH SEWER LINE
CITY PROJECT NO.: WW2402.401
TABLE OF CONTENTS
PARTICIPANTS AND PROJECT .............................................................................. 1
AGREEMENT DOCUMENTS .................................................................................. 3
PRE-CONSTRUCTION SERVICES ........................................................................... 3
CONSTRUCTION SERVICES ................................................................................... 3
CITY RESPONSIBILITIES ........................................................................................ 5
AGREEMENT TIME ................................................................................................ 5
AGREEMENT PRICE ............................................................................................... 7
FORCED LABOR OF ETHNIC UYGHURS PROHIBITED ....................................... 7
EXHIBIT A – PROJECT SPECIFIC SPECIAL PROVISIONS ...................................................... A-1
EXHIBIT B – GENERAL CONDITIONS ................................................................................... B-1
EXHIBIT C – TECHNICAL SPECIFICATIONS .......................................................................... C-1
EXHIBIT D – ACCEPTED GMP/PRICE PROPOSAL ............................................................... D-1
EXHIBIT E – SUBCONTRACTOR’S LIST FORM ...................................................................... E-1
EXHIBIT F – GIS / GPS DATA DELIVERY REQUIREMENTS (IF APPLICABLE) ....................... F-1
EXHIBIT G – SUBCONTRACTOR DOCUMENTS WITH CM@RISK ........................................G-1
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
Rev. 1/16/2024
CONSTRUCTION MANAGER AT RISK
CONSTRUCTION SERVICES AGREEMENT
PROJECT NO.: WW2402.401
This Agreement (the “AGREEMENT”) is made and entered into on the ______day of _______________,
2025, (“Effective Date”) by and between City of Chandler, an Arizona municipal corporation,
hereinafter called “City” and B&F Contracting, Inc. the “Construction Manager at Risk” or
“CM@Risk” designated below (City and CM@Risk may individually be referred to as “Party”
and collectively referred to as “Parties”).
City and CM@Risk agree as follows:
PARTICIPANTS AND PROJECT
CITY:
CIP City Engineer: Daniel Haskins, P.E.
Public Works & Utilities Department
P.O. Box 4008, Mail Stop 407 Chandler, AZ 85244-4008
Phone: 480-782-3335 Email: Daniel.haskins@chandleraz.gov
CITY:
Construction Project Manager: Raymond Potts
Public Works & Utilities Department
P.O. Box 4008, Mail Stop 407, Chandler, AZ 85244-4008
Phone: 480-782-3326 Email: Raymond.Potts@chandleraz.gov
CM@RISK: Legal Company Name:
B&F Contracting, Inc.
Mailing Address:
11011 North 23rd Avenue
Phoenix, AZ 85029
Physical Address:
11011 North 23rd Avenue
Phoenix, AZ 85029
Arizona Roc No.:
089744 A
Federal Tax Id No.:
86-0677300
State Where Organized:
Arizona
Business Organization:
Corporation
Statutory Agent Name:
Bruce W. Balls
Statutory Agent Mailing Address:
1717 West Mandalay Lane
Phoenix, AZ 85023
Statutory Agent Physical Address:
1717 West Mandalay Lane
Phoenix, AZ 85023
CM@Risk’s Authorized Project Representative:
Name:
Josh Onstott
Title:
Executive Director
Phone:
623-238-3792
Email:
jonstott@bfcontracting.com
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
Rev. 1/16/2024
PROJECT DESCRIPTION:
This project includes a redundant 66-inch diameter gravity sewer line that crosses the Loop
202 Santan Freeway, rerouting several 48-inch diameter sewers, new junction structures for
connecting the existing and proposed sewer, and cured-in-place pipe (CIPP) lining of existing
sewers.
PROJECT LOCATION:
Loop 101/202 Santan Freeway interchange.
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
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AGREEMENT DOCUMENTS
2.1
AGREEMENT DOCUMENTS
The Agreement between City and CM@Risk will consist of the following Agreement
Documents:
1. This Construction Services Agreement and all of its Exhibits, including Project
Plans and Technical Specifications.
2. General Conditions and General Conditions Appendices, incorporated by
reference.
3. Project Specific Special Provisions as set forth in Exhibit A, incorporated by
reference.
4. Accepted GMP/Price Proposal as set forth in Exhibit D, incorporated by reference.
2.2
In the event of any inconsistency, conflict, or ambiguity between or among the
Agreement Documents, the Agreement Documents will take precedence as described in
Section 14.1.4 of the General Conditions.
2.3
DEFINITIONS
The definitions in Sections 2 and 15 of the General Conditions apply to all the
Agreement Documents, including this Agreement.
PRE-CONSTRUCTION SERVICES
Although CM@Risk has performed Pre-Construction Services pursuant to a separate
Agreement between City and CM@Risk, the completion, quality and accuracy of those services
and the deliverables provided by City thereunder directly impact CM@Risk’s performance of
its obligations under this Agreement. Therefore, all of CM@Risk’s obligations, duties, and
warranties in relation to Pre-Construction Services and deliverables survive completion of the
Pre-Construction Services Agreement and are incorporated herein. Any breach of any of
CM@Risk’s duties, obligations, or warranties under the Pre-Construction Services Agreement
will likewise be considered a breach of this Agreement.
CONSTRUCTION SERVICES
4.1
GENERAL
4.1.1
CM@Risk agrees at its own cost and expense, to do all work necessary and required to
fully, timely and properly complete the construction of the Project in strict accordance
with the Agreement Documents in a good and workmanlike manner, free and clear of
all claims, liens, and charges whatsoever, in the manner and under the conditions
specified, and within the schedule, stated in attached Exhibit A.
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
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4.1.2
CM@Risk must provide all of the labor and materials, and perform the Work in
accordance with Section 4 of the General Conditions. Some, but not all, of the major
components of the Construction Services and the corresponding subsections of Section
4 of the General Conditions are set forth below.
4.1.3
This is an Agreement for complete construction services in accordance with the
Construction Manager at Risk method of delivery of construction services. CM@RISK has
participated in the design process and been an active member of the Project Design
Team and is fully aware of any issues and constraints involved in this Construction
Project.
4.1.4
CM@RISK is the CITY’s fiduciary responsible for undertaking all necessary action
contemplated under the Agreement documents to construct the Project and ensure
timely and quality completion of the Project at a cost within the Guaranteed Maximum
Price (GMP).
4.1.5
At all times relevant to this Agreement and performance of the Work, the CM@Risk must
fully comply with all Laws, Regulations, or Legal Requirements applicable to City, the
Project and the Agreement,
including, without limitation, those set forth on attached
Exhibit A.
4.1.6
CM@Risk must perform the Work under this Agreement using only those firms, team
members and individuals designated by CM@Risk consistent with the Statement of
Qualifications dated June 26, 2024, the GMP Proposal, or otherwise approved by City
pursuant to the General Conditions. No other entities or individuals may be used without
prior approval of the Project Manager
4.1.7
CM@Risk will comply with all terms and conditions of the General Conditions.
4.1.8
In the event of a conflict between this Agreement and the General Conditions or an exhibit
hereto or appendix thereto, the terms of this Agreement will control.
4.1.9
Ownership of Work Product. Notwithstanding anything to the contrary in this
Agreement, all Work Product prepared or otherwise created in connection with the
performance of this Agreement, including the Work, are to be and remain the property
of City. For purposes of this provision, “Work Product” will include all designs, drawings,
plans, specifications, ideas, renderings and other information or matter, in whatever form
created (e.g., electronic or printed) and in all media now known or hereinafter created.
All Work Product will be considered Work Made for Hire as defined in the United States
Copyright Act 17 U.S.C. § 101 (Copyright Act). If for any reason, any such Work is found
not to be a Work Made for Hire, CM@Risk hereby transfers and assigns ownership of the
copyright in such Work to City. The rights in this Section are exclusive to City in perpetuity.
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
Rev. 1/16/2024
4.2
CM@RISK’S PRE-AGREEMENT AND PRE-WORK DELIVERABLES
4.2.1
The CM@Risk must provide the Deliverables in accordance with Section 4.2 of the
General Conditions.
4.3
PRE-CONSTRUCTION CONFERENCE
Refer to Section 4.3 of the General Conditions.
4.4
PERFORMANCE
OF
THE
WORK
(INCLUDING
FIELD
MEASUREMENTS,
SUBCONTRACTORS, AND SUPPLIERS)
Refer to Section 4.4 of the General Conditions.
4.5
CONTROL OF THE PROJECT SITE
Refer to Section 4.5 of the General Conditions.
4.6
PROJECT SAFETY
Refer to Section 4.6 of the General Conditions.
4.7
MATERIALS QUALITY, SUBSTITUTIONS AND SHOP DRAWINGS
Refer to Section 4.7 of the General Conditions.
4.8
PROJECT RECORD DOCUMENTS
Refer to Section 4.8 of the General Conditions.
4.9
WARRANTY AND CORRECTION OF DEFECTIVE WORK
Refer to Section 4.9 of the General Conditions.
CITY RESPONSIBILITIES
5.1
City will have the responsibilities, and provide the information specified in, and subject
to the conditions set forth in, Section 5 of the General Conditions.
AGREEMENT TIME
6.1
GENERAL
6.1.1
The Agreement Duration is 550 Calendar Days.
6.1.2
The Agreement Time will start with the Notice to Proceed (NTP) and end with Final
Acceptance, as set forth in Article 6.4 below. The Notice to Proceed cannot be issued until
approval and acceptance by City of the GMP or Fixed Price.
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
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6.1.3
The Agreement Time will be as set forth in the Project Schedule. CM@Risk agrees that
it will commence performance of the Work and complete the Project through Final
Acceptance within the Agreement Time.
6.1.4
Time is of the essence of this Agreement for the Project, and for each phase and
designated Milestone thereof.
6.2
PROJECT SCHEDULE
6.2.1
The Project Schedule approved as part of the GMP Proposal and incorporated herein as
part of the attached Exhibit D must be updated and maintained throughout CM@Risk’s
performance under this Agreement in accordance with Section 6.2 of the General
Conditions.
6.2.2
Failure on the part of CM@Risk to adhere to the approved Project Schedule will be
deemed a material breach and sufficient grounds for termination of this Agreement by
City.
6.3
SUBSTANTIAL COMPLETION
Substantial Completion must be achieved no later than the Substantial Completion Date
set forth in the Project Schedule. Substantial Completion will be determined in
accordance with Section 6.3 of the General Conditions.
6.4
FINAL ACCEPTANCE
6.4.1
Final Acceptance will be obtained within the time period set forth in the Project Schedule.
6.4.2
Final Acceptance will be issued pursuant to Section 6.5 of the General Conditions.
6.5
LIQUIDATED DAMAGES
6.5.1
Substantial Completion Liquidated Damages. CM@Risk acknowledges and agrees that
if CM@Risk fails to obtain Substantial Completion of the Work within the Agreement
Time, City will sustain extensive damages and serious loss as a result of such failure. The
exact amount of such damages will be extremely difficult to ascertain. Therefore, City
and CM@Risk agree that if CM@Risk fails to achieve Substantial Completion of the Work
within the Agreement Time, City will be entitled to retain or recover from CM@Risk, as
liquidated damages and not as a penalty, the sum per calendar day as indicated in MAG
§ 108.9.
6.5.2
Final Acceptance Liquidated Damages. For the same reasons set forth in Article 6.5.1
above, City and CM@Risk further agree that if CM@Risk fails to achieve Final Acceptance
of the Work within the Agreement Time, City will be entitled to retain or recover from
CM@Risk, as liquidated damages and not as a penalty, the sum per calendar day as
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
Rev. 1/16/2024
indicated in MAG § 108.9 commencing from the actual date of Substantial Completion or
Final Acceptance as required under the Agreement.
6.5.3
MAG Liquidated Damages. If no liquidated damages are specified in Articles 6.5.1 or 6.5.2
above, then the liquidated damages provisions in MAG § 108.9 will apply.
6.5.4
City may deduct liquidated damages described in this Article 6.5 from any unpaid
amounts then or thereafter due CM@Risk under this Agreement. Any liquidated damages
not so deducted from any unpaid amounts due CM@Risk will be payable to City at the
demand of City, together with interest from the date of the demand at the highest lawful
rate of interest payable by CM@Risk.
6.6
MUTUAL WAIVER OF CONSEQUENTIAL DAMAGES ONLY
6.6.1
CM@Risk and City waive claims against each other for consequential damages arising
out of or relating to this Agreement. This mutual waiver includes:
6.6.1.1 Damages incurred by City for rental expenses, for losses of use, income, profit, financing,
business and reputation, and for loss of management or employee productivity or of
the services of such persons; and
6.6.1.2 Damages incurred by CM@Risk for principal office expenses including the compensation
of personnel stationed there, for losses of financing, business and reputation, and for loss
of profit except anticipated profit arising directly from the Work.
6.6.2
This mutual waiver is applicable, without limitation, to all consequential damages due
to either Party’s termination of this Agreement. Nothing contained in this Article 6.6
will be deemed to preclude an award of liquidated damages, when applicable, in
accordance with Article 6.5 above.
6.6.3
Nothing herein will be deemed to constitute a waiver of any other remedy available to
City in the event of CM@Risk’s default under this Agreement prior to full performance of
the Work including, as applicable, specific performance or completion of the Work on
behalf of CM@Risk, the cost and expense of which will be offset against any monies
then or thereafter due to CM@Risk (if any) and otherwise immediately reimbursed to
City by CM@Risk.
AGREEMENT PRICE
7.1
AGREEMENT PRICE
7.1.1
In exchange for CM@Risk’s full, timely, and acceptable performances and construction of
the Work under this Agreement, and subject to all of the terms of this Agreement, City
will pay CM@Risk the “Agreement Price,” which:
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
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The sum of the CM@Risk’s Fee and reimbursable Cost of the Work, as defined in Section
15 of the General Conditions, which the CM@Risk guarantees will not exceed the GMP
set forth in Exhibit D in the amount of $34,649,463.94. Costs which would cause the
GMP to be exceeded must be paid by CM@Risk without reimbursement from City.
7.1.2
The Agreement Price is all-inclusive and specifically includes all fees, cost, insurance and
bond premiums, allowances, construction contingency, owner’s contingency, and taxes
of any type necessary to fully, properly and timely perform and construct Work.
7.2
CHANGES TO AGREEMENT PRICE
Shall be determined under Section 9 of the General Conditions.
FORCED LABOR OF ETHNIC UYGHURS PROHIBITED
8.1
FORCED LABOR OF ETHNIC UYGHURS PROHIBITED. By entering into this
Agreement, Contractor certifies and agrees Contractor does not currently use and
will not use for the term of this Agreement: (i) the forced labor of ethnic Uyghurs in
the People's Republic of China; or (ii) any goods or services produced by the forced
labor of ethnic Uyghurs in the People's Republic of China; or (iii) any contractors,
subcontractors or suppliers that use the forced labor or any goods or services
produced by the forced labor of ethnic Uyghurs in the People's Republic of China.
SIGNATURE PAGE TO FOLLOW
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
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Project No.: WW2402.401
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IN WITNESS WHEREOF, the Parties hereto have executed this Agreement through their duly authorized
representatives and bind their respective entitles as of the effective date.
“CITY” CITY OF CHANDLER
MAYOR
RECOMMENDED BY:
Daniel Haskins, P.E.
CIP City Engineer
APPROVED AS TO FORM:
City Attorney
ATTEST:
City Clerk
Seal
“CM@Risk”
B&F CONTRACTING, INC.
Signature
Date
Print Name
Title
Signer Email Address
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
August 21, 2025
Joshua Onstott
Jonstott@bfcontracting.com
President
August 21, 2025
EXHIBIT A
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page A-1
Project No.: WW2402.401
Rev. 1/16/2024
PROJECT SPECIFIC
SPECIAL PROVISIONS
4.2.7 Aerial Construction Photography
General Conditions Section 4 Subsections 4.2.7.1 & 4.2.7.2 are not applicable to this
project.
4.2.8 Government Approvals and Permits
General Conditions Section 4 Subsection 4.2.8.1, City permit fees will be paid internally
by the City and all other fees will be the responsibility of the Contractor.
Subletting of Agreement
Contractor must perform, with his own organization, work amounting to not less than 50
percent of the total Agreement cost.
Failure to submit Subcontractor’s List Form, demonstrating self-performance not less than
50 percent of the total Agreement cost, will cause the bid to be deemed non-responsive.
Contractors should contact the Arizona Registrar of Contractors for information on license
requirements.
Docusign Envelope ID: 9BB2C5B6-7E55-4E83-AB71-C6BAFFE53F8E
EXHIBIT B
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page B-1
Project No.: WW2402.401
Rev. 10/23/23
GENERAL CONDITIONS
GENERAL CONDITIONS
Approved date: July 20, 2022
Revised: 7/20/2022
GC-2 of 75
TABLE OF CONTENTS
SECTION 1 - SCOPE OF THESE GENERAL CONDITIONS ............................................................................... 3
SECTION 2 - GENERAL DEFINITIONS ............................................................................................................ 3
SECTION 3 - STANDARD SPECIFICATIONS AND DETAILS ........................................................................... 7
SECTION 4 - CONT R ACT OR’S R ES PONS IBILIT IES FOR CONST RUCT ION SE RVIC ES .................................. 8
SECTION 5 - CITY RESPONSIBILITIES .......................................................................................................... 27
SECTION 6 - AGREEMENT TIME ................................................................................................................... 29
SECTION 7 - AGREEMENT PRICE .................................................................................................................. 35
SECTION 8 - PAYMENT ................................................................................................................................. 35
SECTION 9 - CHANGES TO THE AGREEMENT ............................................................................................. 40
SECTION 10 - SUSPENSION AND TERMINATION ...................................................................................... 43
SECTION 11 - INSURANCE AND BONDS ..................................................................................................... 44
SECTION 12 - INDEMNIFICATION ............................................................................................................... 49
SECTION 13 - DISPUTE RESOLUTION .......................................................................................................... 49
SECTION 14 - MISCELLANEOUS PROVISIONS ............................................................................................ 50
SECTION 15 - PROVISIONS APPLICABLE SOLELY TO GMP AND COST-BASED AGREEMENTS, CHANGE
ORDERS, AND JOB ORDERS ......................................................................................................................... 57
SECTION 16 - PROVISIONS APPLICABLE SOLELY TO JOB ORDER AGREEMENTS (JOC) ........................ 61
SECTION 17 - PROVISIONS APPLICABLE SOLELY TO PRE-CONSTRUCTION SERVICES FOR
CONSTRUCTION MANAGER AT RISK .......................................................................................................... 66
SECTION 18 - APPENDICES ...................................................................................................... APP-1 of 30
Appendix 1 – Policy Statement for Calculating Delays and Damages
Appendix 2 – Cost Reduction Incentive Proposals for Design Bid Build Agreements
Appendix 3 – Contractor’s Affidavit Regarding Settlement of Claims
Appendix 4 – Forms of Performance Bond
Appendix 5 – Forms of Payment Bond
Appendix 6 – Dispute Resolution
Appendix 7 – Certificate of Completion
Appendix 8 – Construction Sign Detail
Appendix 9 – Cost of the Work (Applicable solely to Construction Manager at Risk and
Job Order Contracting)
Appendix 10 Landscape Establishment Period
General Conditions
Revised: 7/20/22
GC-3 of 75
SECTION 1 - SCOPE OF THESE GENERAL CONDITIONS
These General Conditions encompass provisions that apply, and are incorporated into all
construction Agreements entered into by the City of Chandler, unless otherwise specifically excluded in
the executed Agreement.
SECTION 2 - GENERAL DEFINITIONS
Allowance : A specific amount for a specific item of Work, if any, that City agrees has not been sufficiently
designed, detailed, or selected (including design changes from 90% to 100% as authorized by and at
the discretion of the City) at the time the Agreement Price is agreed to for Contractor to provide a definitive
price.
Alternate Systems Evaluations or Alternative Analysis: Alternatives for design, means and methods or
other scope considerations that are evaluated using value analysis principles and have the potential to
reduce construction costs while still delivering a quality and functional Project that meets City
requirements.
Change Order: A written instrument issued after execution of the Agreement Documents signed by
City and Contractor, stating their agreement upon all of the following: the addition, deletion or revision
in the scope of services or deliverables; the amount of the adjustment to the Agreement Price, the
extent of the adjustment to the Agreement Time, or modifications of other agreement terms. The
Agreement Price and the Agreement Time may be changed only by Change Order.
Consultant: Person or firm that provides professional services.
City (Owner or OWNER): City of Chandler, a municipal corporation, with whom Contractor has entered
into the Agreement and for whom the Work or Services are to be provided pursuant to the Agreement(s).
Contingent Bid Items: This is a minor bid item which is likely, but not certain, to occur during the course
of work. If the Engineer determines that this work is required, the Contractor will accomplish the work
and payment will be made based on the contingent unit bid price included in the proposal. Since the
quantity listed in the proposal is primarily for bid comparison, the amount of work required by the
Engineer may vary materially from this.
Agreement: The written agreement executed between City and Contractor, including all of the Agreement
Documents.
Agreement Documents: The documents which together form the Agreement between City and
Contractor, as identified in Article 2 of the Agreement, or are otherwise incorporated into the
Agreement, including the Agreement, the exhibits thereto, these General Conditions, any Notice to
Proceed, and any Job Order (if applicable), the Plans and Specifications, Project Schedule, written
and properly executed Change Orders, MAG Specifications and City’s amendments thereto, and any
other documents so designated in the Agreement.
Agreement Price: The agreed-upon price to be paid to Contractor for full, timely, and acceptable
completion of the Work or Services under the terms of the Agreement.
Agreement Time(s): The number of calendar days or the dates related to the applicable phase,
Substantial Completion, or Final Acceptance as stated in Agreement Documents. Agreement Time starts
General Conditions
Revised: 7/20/22
GC-4 of 75
with the Notice to Proceed (NTP) and ends with Final Acceptance. The Agreement Time is set forth in
the Agreement and is based upon the Project Schedule agreed to by City in writing.
Contractor: The person or business association with whom City has entered into an agreement for
construction related Work or Services in relation to the Project at issue.
Contractor Payment Request: The form that is accepted by City and used by Contractor in requesting
progress payments or final payment and which must include such supporting documentation as is
required by the Agreement Documents or City.
Construction Budget: The City’s budget for construction of the Project.
Construction Documents: The Plans, Specifications, and Drawings prepared and issued by the Design
Professional and approved by City for construction, meaning the documents are sealed by the
Design Professional (as required), acceptable for permitting and incorporated into the Agreement by
this reference. All amendments and modifications to the Construction Documents must be approved in
writing by City prior to incorporation into the Agreement.
Cost of the Work: The term Cost of the Work will mean costs necessarily incurred by Contractor in the
proper performance of the Work. Such costs will be at rates not higher than the standard paid at the
place of the Project except with prior consent of City.
Critical Path Method (CPM): A scheduling technique which identifies the logical sequence of the activities
occurring in a Construction Project, the anticipated time required to complete each activity in the
Project, and the activities that must be completed on schedule to finish the Project within the anticipated
time. Typically, activities are arranged in a network that shows both activities and their dependencies.
CPM is also used as a management technique which enables contracting parties to predict when
activities may occur so that resources can be effectively used and limitations can be identified.
Critical Path: Critical Path is the sequence of project network activities which add up to the longest overall
duration. Once established in the Project Schedule, the Critical Path for the Project must not be
changed without prior written approval of City.
Day: Calendar day(s) unless otherwise specifically stated in the Agreement Documents.
Design Professional: The qualified, licensed person, firm or corporation who furnishes design and
construction administration services required under the Agreement Documents. These services may
include, but are not limited to: development of Construction Drawings and Documents, review of
Contractor Submittal(s), review of and response
to
Requests for Information, approval and
certification of progress payment
applications,
construction administration, and construction
agreement close out.
Differing Site Conditions: Concealed or latent physical conditions or subsurface conditions at the Site
that, (i) materially differ from the conditions indicated in the Agreement Documents, or (ii) are of an
unusual nature, differing materially from the conditions ordinarily encountered and generally recognized
as inherent in the Work at the general area of the Site. Caliche, rock, hard-digging or sandy/silty soil
encountered on a project is not considered a “Differing Site Condition.”
Drawings (Plans): Documents, which visually represent the scope, extent and character of the Work to
be furnished and performed by Contractor during the construction phase and which have been prepared
General Conditions
Revised: 7/20/22
GC-5 of 75
or approved by the Design Professional and City. These documents include Drawings that have reached
a sufficient state of completion and released by Design Professional solely for the purposes of review
and use in performing constructability or bid-ability reviews by Contractor and in preparing cost
estimates (e.g. Master Planning and Programming, Schematic Design, Design Development, and
Construction Drawings), but “not for construction.” Shop Drawings are not Drawings as so defined.
Final Acceptance: The City’s acceptance of the facility or project from the Contractor after all Work is
completed, tested, and inspected in accordance with the Agreement requirements. Final Acceptance
results in a Letter of Acceptance (LOA).
Fixed Price: A fixed price or amount for an Agreement Price, Scope of Work, materials, or other item
under an Agreement, Change Order, or other agreement, which City agrees, in writing, to pay instead
of the actual cost.
Float: The number of Days by which an activity can be delayed without lengthening the Critical Path and
extending the Agreement Time. Unless otherwise expressly agreed in writing, all Float belongs to City.
Laws, Regulations, or Legal Requirements: Any and all applicable laws, rules, regulations, ordinances,
codes and orders applicable to the Project of any and all governmental bodies, agencies, authorities
and courts having jurisdiction and any applicable provisions of the Development Agreement for the
Project (if any), including, without limitation, those provisions relating to the design and construction
of the Project.
Line Item: The individual elements of Work identified on a bid or other schedule and associated with a
price or a unit price and quantity particular to that individual element of the Work. Also refers to
individual items of work within the Schedule of Values.
Liquidated Damages: Designated damages for the City to collect as compensation upon a specific breach
(example: late delivery).
Long-Lead Item: Long-lead item refers to the equipment, product, or system that is identified at the
earliest stage of a project to have a delivery time long enough to affect directly the Critical Path/the overall
lead time of the project.
MAG: The Maricopa Association of Governments.
MAG Specifications: The most current version of the Uniform Standard Specifications for Public Works
Construction published by MAG.
MAG Standard Details: The most current version of the Uniform Standard Details as published by MAG.
Minor change: A change in the Work having no impact on cost or time or the City-approved design intent,
as determined by City.
Notice to Proceed (NTP): A written notice given by City to Contractor fixing the date on which
Contractor will start to perform Contractor’s obligations under the Agreement.
Project: The Project specified in the Agreement (including a Job Order).
Project Manager: The Project Manager designated in Article 1 of the Agreement, or any successor thereto
General Conditions
Revised: 7/20/22
GC-6 of 75
designated by City. The Project Manager has the authority to act on behalf of City, as delineated and
limited by the Agreement Documents and applicable law. And City will communicate with Contractor
through the Project Manager. However, the Project Manager has no authority to bind City or City
Council in contravention of any City code, State or Federal statute or regulation, or these General
Conditions.
Project Schedule: The schedule for the completion of the Project agreed to and required by City.
Project Specific Conditions: Additional conditions which apply to the specific Project and Scope of Work
which are set forth in Exhibit D of the Agreement.
Project Team: The Project Team consisting of the Design Professional, Contractor, Project Manager, and
such others as City may designate.
Punch List: The list initially prepared by Contractor pursuant to the Agreement Documents, reviewed
and supplemented by the Project Manager (and at the sole option of the Project Manager, the Design
Professional) and approved by City containing items of incomplete work not impacting Substantial
Completion, if allowed for under the Agreement, and to be completed or corrected by Contractor after
Substantial Completion and before Final Acceptance in accordance with the Agreement Documents.
Quality Assurance (QA) Testing: Testing performed to verify the accuracy and applicability of the QC
testing results and to ascertain that the materials installed meet the specified levels of quality in
accordance with the Agreement Documents.
Quality Control (QC) Testing: Testing performed to assure that the materials installed comply with the
requirements in the Agreement Documents.
Requests for Information (RFIs): Formal written request from Contractor to City or Design Professional
for the Project seeking clarification or additional information needed for Contractor to properly
complete the Work or Services under the Agreement. City may require RFI’s to be submitted on a specific
form or in a specified format.
Schedule of Values (SOV): The specified document prepared by Contractor, and approved and accepted
by City, which divides the Agreement Price into pay items, such that the sum of all pay items equals
the Agreement Price for the construction phase Work, or for any portion of the Work having a separate
specified Agreement Price.
Scope of Work: The scope of work agreed to or required by City and incorporated into the Agreement as
Exhibit A.
Shop Drawings: All drawings, diagrams, schedules and other data specifically prepared for the Work
by Contractor or a Subcontractor, Sub-subcontractor, manufacturer, supplier or distributor to
illustrate some portion of the Work.
Site: The land or premises on which the Project is located.
Specifications: The part(s) of the Agreement Documents for the construction phase consisting of written
technical descriptions of materials, equipment, construction systems, standards and workmanship as
applied to the Work and certain administrative details applicable thereto. Where specified, the Project
must be constructed using the current Uniform Standard Specifications and Details for Public Works
General Conditions
Revised: 7/20/22
GC-7 of 75
Construction as furnished by the Maricopa Association of Governments, as amended by City.
Subconsultant: A person, firm or corporation having an Agreement with Consultant/Contractor to
furnish services required as its independent professional associate or consultant with respect to the
Project.
Subcontractor: An individual or firm having a direct Agreement with Contractor or any other individual or
firm having an Agreement with the aforesaid contractors at any tier, who undertakes to perform a part
of pre-construction services or construction phase Work at the Site for which Contractor is responsible.
Subcontractors must be selected
through the Subcontractor selection process described in the
Agreement Documents, if any.
Substantial Completion: The date when the City determines that the Work (or separable units of Phases
as provided in the Agreement Documents) is essentially and satisfactorily complete in accordance with
the Agreement Documents such that the Project is ready for use by the City for its intended purpose,
opening to the general public, full occupancy or use by City (including, without limitation, all separate
units, or rooms, facilities, access, income-generating areas, and all areas serving the general public, as
applicable, must be ready for full operation without material inconvenience or discomfort), including, to
the extent applicable to the Work, the following: all materials, equipment, systems, controls, features,
facilities, accessories, and similar elements are installed in the proper manner and in operating
condition, inspected, and approved; surfaces have been painted; masonry and concrete cleaned with
any sealer or other finish applied; utilities and systems connected and functioning; site work
complete; permanent heating, ventilation, air conditioning, vertical transportation, and other systems
properly operating with proper controls; lighting and electrical systems installed, operable and
controlled; paving completed, signage installed, and other work as applicable, has been performed to
a similar state of essential and satisfactory completion.
Supplier: A manufacturer, fabricator, distributor, or vendor having a direct Agreement with Contractor
or with any Subcontractor to furnish materials or equipment to be incorporated in the construction
phase Work by Contractor or any Subcontractor.
Total Float: Number of Days by which pre-construction services or construction phase Work or any part
of the same may be delayed without necessarily extending a pertinent Agreement Time or schedule
milestone in the Project Schedule.
Work: The entire completion of construction or the various separately identifiable parts thereof,
required to be furnished during the construction phase. Work includes and is the result of performing
or furnishing labor and furnishing and incorporating materials, resources and equipment into the
construction, and performing or furnishing services and documents as required by the Agreement
Documents for the construction phase.
Writing: Typing, printing, photography and other modes of representing or reproducing words in a
visible form, including email, and expressions.
SECTION 3 - STANDARD SPECIFICATIONS AND DETAILS
3.1
City operates under the latest revision of the MAG Specifications and MAG Standard
Details as amended by City. City’s current amendment to the MAG Specifications, part of
the City’s Unified Development Manual, may be found and downloaded from City’s website
at http://www.chandleraz.gov.
General Conditions
Revised: 7/20/22
GC-8 of 75
3.2
Copies of the MAG Specifications and MAG Standard Details are available at the
Maricopa Association of Governments office, 302 N. 1st Avenue, Suite 300, Phoenix,
Arizona.
They
may
also
be
downloaded
from
their
website
at:
http://www.azmag.gov/Newsroom/Publications
3.3
The MAG Specifications and Standard Details and City’s amendments thereto are
incorporated into the Agreement by this reference.
SECTION 4 - CONT R ACT OR’S R ES PONS IBILIT IES FOR CONST RUCT ION SE RVIC ES
4.1
GENERAL
4.1.1
Contractor must construct the Work in accordance with the Agreement Documents and as
outlined in Exhibit A of the Agreement to the satisfaction of City, exercising the degree of
professional care, skill, diligence, quality and judgment that a professional construction
manager engaged, experienced and specializing in the construction management of
construction and facilities of similar scope, function, size, quality, complexity and detail in
urban areas throughout the United States comparable to Chandler, Arizona would exercise
at such time, under similar conditions. Contractor must, at all times, perform the Work in
conformance with sound and generally accepted engineering principles and construction
management and construction contracting practices.
4.1.2
If Contractor observes errors, discrepancies or omissions in the Agreement Documents,
Contractor must promptly notify the Design Professional and City and request clarification.
If Contractor, with the exercise of reasonable care, should have recognized such error,
inconsistency, omission, or difference and fails to report it to City, and if Contractor
proceeds with the Work affected by such observed errors, discrepancies or omissions,
without receiving such clarifications, Contractor does so at its own risk and will be liable to
City for damages resulting from proceeding without clarification.
4.1.3
Project Team and agents of each of them, testing agencies and governmental agencies with
jurisdictional interests will be provided access to the Work at reasonable times for their
observation, inspection, and testing. Contractor must provide proper and safe conditions
for such access.
4.1.4
Contractor must comply with, and require all Subcontractors to comply with, the Arizona
Contractors’ license laws, including all requirements with respect to being duly registered
and licensed.
4.1.5
Contractor must ensure that all employees performing any Work for which Contractor is
responsible have a legal right to live and work in the United States. In addition, all
compensation of any such employee must meet all applicable requirements of the Fair Labor
Standards Act (FLSA) and Federal Minimum Wage laws.
4.1.6
Contractor must comply with the Immigration Reform and Control Act of 1986 (IRCA).
Contractor understands and acknowledges the applicability of the IRCA activities.
Contractor agrees to comply with the IRCA while performing their work and to permit City
inspection of Contractor personnel records to verify such compliance.
4.1.7
Pursuant to MAG Specifications §§ 107.4, Contractor must report immediately any discovery
of archeological ruins or artifacts. Excavation must stop immediately so that City can decide
on the pertinent steps to follow such discovery.
General Conditions
Revised: 7/20/22
GC-9 of 75
4.1.8
All property owners that may be affected by the proposed construction activities must be
notified of the scope, duration of the construction activities and possible interference with
their day-to-day activities by Contractor prior to start of construction. In addition, individual
residential or commercial interferences, such as driveway restrictions, water outages, and
all other Work adjacent to residence/business, require 48-hour notification in advance of
specific adjoining Work. Notification may be through door hangers or other procedures
approved by the City.
4.1.9
Access must be maintained to adjacent properties at all times during construction. Where
property has more than one point of access, no more than one access will be restricted or
closed at any one time. Access to adjacent private driveways will be maintained during all
non-working hours.
4.1.10
Contractor must furnish and erect construction signs in accordance with Project
Specifications. The signs must be professionally prepared and subject to approval by City,
must be maintained by Contractor for the duration of the project, and must be removed by
Contractor during the final project clean up.
4.1.11
The number of signs required, the size, shape, installation requirements and information to
be included for construction signs is established on the detail sheet, provided, however,
signs must be a minimum of 4 foot by 8 foot and must be installed so that the bottom of
the sign is at least 4 foot above grade. No direct payment will be made for furnishing and
erecting construction signs. The cost thereof must be included in other items for which
direct payment is made. Sign locations will be determined by City.
4.1.12
All required construction signs must be installed by Contractor within 7 Days of Notice to
Proceed.
4.1.13
The Work to be accomplished under these Agreement Documents has been designed for
City by a Design Professional retained by City for this purpose. It is understood that normal
construction Administration for the purpose of interpretation of the Agreement Documents
is provided by City. Should any services of the Design Professional be required to assist in
the corrections of errors or omissions by Contractor, or services of the Design Professional
be required because of changes in structure or equipment where Contractor has requested
approval of substitute methods or material, or any other items detailed herein below, those
services will be provided by the Design Professional at the standard hourly rates previously
negotiated with City and must be paid for by the Contractor.
4.1.14
Contractor must reimburse City for costs incurred by the Design Professional for additional
services to the Project through no fault of City or the Design Professional including, but not
limited to, the following conditions:
a. Additional Site visits, investigations, inspections, design work or reports by
the Design Professional which are required due to damages to existing
facilities or completed Work caused by the Contractor in his performance,
Contractor’s negligence, or Contractor’s Work which is rejected as defective
or as failing to conform to the Agreement Documents;
b. Design Professional construction phase services rendered on the project
during the time the project remains incomplete after the Agreement date of
final completion will be charged to Contractor at a rate previously negotiated
City; and
General Conditions
Revised: 7/20/22
GC-10 of 75
c. All retesting required due to the failure of Contractor’s Work to meet the
requirements of the Agreement Documents will be at Contractor’s expense.
All standby and travel time by the City’s testing lab, the Design Professional
or City due to Contractor’s inability to be prepared for testing at the agreed
upon time will be at the Contractor’s expense.
4.1.15
City may withhold from any payment otherwise due to Contractor any amounts necessary
to pay the Design Professional for such additional services as provided herein above.
4.1.16
Contractor will not be required to bear additional costs incurred by City due to errors by the
Design Professional.
4.2
CONTRACTOR’S PRE-AGREEMENT AND PRE-WORK DELIVERABLES
4.2.1
Prior to award of the Agreement, Contractor must execute Agreement and deliver to City.
Failure to do so may delay Agreement award. Contractor must also provide to City its
Contractor’s License classification and number and its Federal Tax I.D. number.
4.2.2
Before beginning any Work under the Agreement, Agreement must be fully executed by
City.
4.2.3
After Agreement award, City will issue to Contractor an award letter. At that time Contractor
must deliver to City such bonds and certificates of insurance with endorsements in such
amounts (and other evidence of insurance requested by City) required under Section 11 of
these General Conditions, and as the Agreement requires.
4.2.4
As evidence of Workmen’s Compensation Insurance, Contractor must, upon request,
provide a letter of certification from the Industrial Commission of Arizona that Contractor
is insured by the State Compensation Fund or is an authorized self-insurer or a certificate
of insurance issued by an insurance company authorized by the Insurance Department
of Arizona to write Workmen’s Compensation and Occupational Disease Insurance in the
State of Arizona.
4.2.5
Within 10 Days of the date of the executed Agreement letter issued by City, Contractor must
submit to City for review and acceptance the following items:
4.2.5.1
Comprehensive construction Project Schedule including a Critical Path Method (CPM)
diagram schedule as described in Section 6.2. Project Schedule must be in Microsoft Project
standard file format. Within 10 Days of receipt of City’s comments, Contractor must make
all required corrections, adjustments, and additions to complete the Project Schedule and
resubmit to City for review.
4.2.5.2
Preliminary schedule of submittals and Shop Drawings. Within 10 Days of receipt of City’s
comments, Contractor must submit the corrected and completed schedule of Shop
Drawings submissions for approval. Contractor’s schedule of Shop Drawings and sample
submittals will be acceptable to City if it provides a workable arrangement for reviewing and
processing the required submittals.
4.2.5.3
Schedule of Values in a form specified by City reflecting the subcontracts and other
categories that will be used to submit Pay Applications for the Work. The total amount of
the Schedule of Values must not be greater than the Agreement Price. The Schedule of
Values will be reviewed at the Pre-Construction Conference and revised by Contractor within
10 Days after Pre-Construction Conference in response to comments and questions from
General Conditions
Revised: 7/20/22
GC-11 of 75
City.
Once accepted by City in writing, the Schedule of Values for the Project must not be
changed without the prior written approval of City.
4.2.6
Video Recording Requirement. Prior to performing any Work, Contractor must document
the existing conditions of the Site, all other areas where Work will occur and all adjacent
areas that may be impacted by the Work via digital video format. Contractor must video
record and index all areas, features, buildings and other public and private improvements
that could potentially be impacted by the Work. Video recording must be coordinated with
City. When video recording private property, Contractor must also coordinate the video
recording with the private property owner, if possible. Contractor must provide City with a
copy of said digital video format prior to performing any Work.
4.2.7
Aerial Drone Construction Photography.
4.2.7.1
If Agreement duration is greater than 90 calendar days, Contractor must engage a
professional unmanned aerial vehicle (UAV) aerial pilot to photograph the Site prior to
construction mobilization, at three-month intervals during construction, and following final
inspection. Drone camera specifications must meet the following minimum requirements:
a. 1-inch CMOS
b. Pixels: 20M
c. FOV 84 8.8 mm/24 mm (35 mm format equivalent) f/2.8-f/11 auto focus at 1 m-
d. For photographing: 16.9 Aspect Ratio: 5472x3078
e. For video shooting: MP4/MOV/H.264
f.
FHD: 1920x1080 120p @100Mbps
g. File format: High Definition (HD) JPEG for digital photos and HD MPEG 4 for
digital video.
h. All metadata to be recorded including GPS data and preserved with photographs
provided.
Interval
JPEG
3 month intervals
At an altitude (AGL) between
70-90 ft.
3 month intervals
Images to be taken every 50-
100 ft. to be determined based
on project scope.
4.2.7.2
Drone photos to be taken in sequential geographical order and then organized and provided in
the same manner unless otherwise specified.
4.2.7.3
Photos to be provided digitally via an online file share service and/or by a USB drive to contractor.
4.2.7.4
Drone pilots to obey ALL local (city, county, state) UAV regulations as well as FAA UAV
guidelines including, but not limited to, conducting all flights during daylight hours, not exceeding
maximum altitude ceilings (depending on area), not flying over people, yielding to other aircraft.
4.2.7.5
Drone pilots must fly drone within visual line of sight (VSOL) and have visual spotter when
needed. Drone pilots only to operate in favorable weather conditions when minimum visibility is
3 miles or greater.
4.2.7.6
Drone pilots to conduct a preflight checklist and visually inspect the entire flight path prior to flying
to ensure a safe flight.
General Conditions
Revised: 7/20/22
GC-12 of 75
4.2.7.7
Airspace Authorizations. Operations in Class G airspace are allowed without air traffic control
(ATC) permission. Operations in Class B, C, D and E airspace need ATC authorization. Drone
pilots to schedule each flight in advance and based on airspace if required will notify nearby
airports/control towers, etc.
4.2.8
Government Approvals and Permits.
4.2.8.1
Contractor must obtain all necessary permits for the Work and pay all applicable fees,
unless otherwise noted on the Plans and in the Specifications. City permit fees will be paid
internally by City. For bidding purposes, an allowance for all permit fees is included in the
bid schedule under the item “allowance for permit fees.” The Contractor will be paid for
the actual cost of the permit fees upon submitting a receipt showing the fee Contractor
has paid. Excluded from the above allowance are items such as all costs incurred by the
Contractor in securing the permit except for the actual permit fee established by the
agency, cost for all shutdowns or outages, cost for pole bracing, cost of permits for
construction water, cost of construction water, cost for any additional insurance
requirements, cost for any licenses, and other similar type costs. Contractor is specifically
notified of the need to obtain the necessary environmental permits or file the necessary
environmental and regulatory permit notices.
4.2.8.2
Copies of all permits and the associated notices must be provided to City prior to starting
the permitted activity.
4.3
PRE-CONSTRUCTION CONFERENCE
4.3.1
Prior to the commencement of any Work, City will schedule a Pre-Construction Conference.
4.3.2
The purpose of this Conference is to establish a working relationship between Contractor,
the utility firms, and various City agencies. The agenda will include critical elements of the
Work schedule, submittal schedule, cost breakdown of major lump sum items, Payment
Requests and processing, coordination with the involved utility firms, and emergency
telephone numbers for all representatives involved in the course of construction.
4.3.3
Minimum attendance by Contractor at any mandatory meeting with City must be (1)
Contractor’s Representative, who is authorized to execute and sign documents on behalf
of the firm, (2) Contractor’s on-site Superintendent, and (3) Contractor’s Safety Office,
or other employee responsible for safety.
4.4
PERFORMANCE OF THE WORK (INCLUDING FIELD MEASUREMENTS,
SUBCONTRACTORS, AND SUPPLIERS)
4.4.1
Unless otherwise provided in the Agreement Documents to be the responsibility of City or a
separate Contractor, Contractor must provide through itself or Subcontractors the
necessary supervision, labor, inspection, testing, start-up, material, equipment, machinery,
temporary utilities and other temporary facilities to permit Contractor to complete the
Work consistent with the Agreement Documents.
4.4.2
Contractor must perform all construction activities efficiently and with the requisite
expertise, skill and competence to satisfy the requirements of the Agreement Documents.
Contractor must at all times exercise complete and exclusive control over the means,
methods, safety, sequences and techniques of construction.
4.4.3
Contractor’s Superintendent must be present at the Site at all times that material Work
General Conditions
Revised: 7/20/22
GC-13 of 75
under this Agreement is taking place. Contractor’s Superintendent or designee must be
present at the Site at all times any other Work under this Agreement is taking place.
Superintendent must not be replaced without written notice to City. Whenever the
Superintendent is not present at a particular part of the Work where the City or Design
Professional may desire to inform the Contractor relative to interpretation of the Drawings
and Specifications or to disapproval or rejection of materials or Work performed, the City
or Design Professional may provide such information in writing to the foreman or other
worker in charge of the particular part of the Work in reference to which the information is
given. Information so given will be as binding as if given to the Superintendent.
4.4.4
All elements of the Work must be under the direct supervision of a foreman or his
designated representative on the Site who must have the authority to take actions required
to properly carry out that particular element of the Work.
4.4.5
Working Hours. Except in connection with the safety or protection of persons or the Work
or property at the Site or adjacent thereto, and except as otherwise indicated, all Work at
the Site must be performed during regular working hours, and Contractor will not permit
overtime work or the performance of Work on Saturday, Sunday or any legal holiday without
City’s written consent given after prior written notice to City. If it will become absolutely
necessary to perform Work at night or on Saturdays, Sundays or legal holidays, the City
must be informed at least 24 hours in advance of the beginning of performance of such
Work. Only such Work will be done at night as can be done satisfactorily as determined by
the City. Good lighting and all other necessary facilities for carrying out and inspecting the
Work must be provided and maintained at all points where such Work is being done.
Further, unless such non-normal work hours are performed at City’s request or required by
the Agreement Documents, Contractor must pay to City all additional costs incurred by City
by reason of such non-normal working hours. Expenses incurred by City for overtime
compensation must be reimbursed by Contractor as follows: (i) City staff at the rate set forth
in current City Fee Schedule as published on City website, (ii) Design Professional and staff
at the standard hourly rates previously negotiated with City, and (iii) all others at actual cost
plus ten percent administrative overhead. Such costs may be deducted by City from any
payments due to Contractor. Provided, however, if overtime work or work during other
than normal hours is at the request of City and not due to Contractor delay, City will pay the
cost of City overtime expenses.
4.4.6
Where the Agreement Documents require that a particular product be installed or applied
by an applicator approved by the manufacturer, it is Contractor’s responsibility to ensure
the Subcontractor employed for such work is approved by the manufacturer. All materials
and equipment must be stored, applied, installed, connected, erected, used, cleaned and
conditioned in accordance with the instructions of the applicable manufacturer, fabricator,
supplier or distributor, except as otherwise provided in the Agreement Documents; but no
provisions of any such instructions will be effective to impose on City of Design Professional
responsibility for the means, methods, techniques, sequences or procedures of
construction or for safety precautions incident thereto.
4.4.7
Before starting the Work, Contractor must carefully study and compare the various
Plans, Drawings, other Agreement Documents, and Specifications relative to that portion
of the Work, as well as the information furnished by City, must take field measurements of
any existing conditions related to that portion of the Work and must observe any conditions
at the Site affecting it. The exactness of grades, elevations, dimensions, or locations given
on any Drawings, or the Work installed by other contractors, is not guaranteed by City.
General Conditions
Revised: 7/20/22
GC-14 of 75
4.4.8
Before ordering materials or doing Work, Contractor and each Subcontractor must verify
measurements at the Site and will be responsible for the correctness of such
measurements. No extra charge or compensation will be allowed because of differences
between actual dimensions and the dimensions indicated on the Agreement Documents,
including the Drawings.
4.4.9
Ground Level Construction Photography.
4.4.9.1
The Contractor must furnish progress photographs of the project. The photographer
selected by the Contractor must be approved by the City and must be either a commercial
photographer or an individual experienced and equipped for such photography.
4.4.9.2
The Contractor must deliver to City all photographs taken during that period with each
application for payment. If the current photographs do not accompany the application, the
application will not be reviewed and will be returned to the Contractor as incomplete.
4.4.9.3
Photographs must be identified by use of typewritten labels affixed to the back of the
photograph. The label must provide a description of the view, the direction from which the
photograph was taken, the name of the project, City’s project number, the name of
Contractor and the date of the photography. The stationing must also be included for all
pipeline installations.
4.4.9.4
Photographs must be taken during the construction period and must be of aesthetic
composition and depict the progress of the Work from the beginning of construction
through and including the finished product. City may vary the specified frequency so that
significant progress or changes can be recorded on the photographs.
4.4.10
Underground Facilities.
4.4.10.1
The existence and number of facilities as shown on the Plans are estimated from
information furnished by the particular utility. Contractor is responsible for field verification
and location of all utilities prior to the start of construction. No field work will be allowed to
start until Contractor has contacted Arizona 811 and all affected utilities have been located.
In addition, Contractor must expose and physically locate all potentially conflicting utilities
prior to construction. The actual locations of the utilities must be compared to locations
shown on the Plans and any required changes in alignment and grade must be made at the
time of construction in consultation with Project Manager. It is generally recognized and
Contractor should anticipate that information from Arizona 811 or information from utility
companies during project design, frequently fails to disclose all underground facilities. The
fact that more utility lines or other underground facilities are located in the Project Site than
shown on the Project Plans does not constitute an “unforeseen Condition” and such
undisclosed underground facilities do not differ materially from the conditions which
Contractor should expect. The provisions of Sections 105.4, 105.6, 107.11 and 109.8.1 of the
MAG Uniform Standard Specifications for Public Works Construction apply and are
incorporated herein by this reference.
4.4.10.2
Contractor is responsible for all coordination with utility companies. The provisions of
Sections 105.4, 105.6, 107.11 and 109.8.1 of the MAG Uniform Standard Specifications for
Public Works Construction strictly apply and no additional compensation will be paid to
Contractor for delays due to utility work on the project.
4.4.11
Relocation of Existing Water Meters. When a service line has been extended and a line
General Conditions
Revised: 7/20/22
GC-15 of 75
setter installed in a meter box, City forces will re-install meter. No compression fittings will
be utilized.
4.4.12
Water Turn-On or Turn-Off.
4.4.12.1
Contractor must coordinate all water line turn-ons and turn-offs through the City.
Application must be made to the Municipal Utility Division and Contractor must pay the
established charges. The City will close existing valves, but will not guarantee a bone-dry
Shutdown.
4.4.12.2
Contractor must notify all customers affected by the turn-off not less than 48 hours in
advance. Notification must be in writing, must give the reason for the turn-off and must
give the estimated time and duration that water service will be interrupted. Contractor is
also notified that water turn-off will not be permitted on the Day before and after
Thanksgiving Day and Christmas Day.
4.4.12.3
No direct payment will be made to Contractor for turn-ons or turn-offs. Costs associated
therewith will be included in other items for which direct payment is made.
4.4.13
Tests and Inspections.
4.4.13.1
Contractor must give City timely (at a minimum, twenty-four hours) notice of readiness of
the Work for all required inspections, tests or approvals. Contractor must give timely notice
to City in advance of backfilling or otherwise covering any part of the Work so that city
representative may, if desired, observe such part of the Work before it is concealed.
Whenever Contractor varies the normal period during which Work or any portion of it is
carried on each Day, Contractor must give timely notice to City so that city representative
may, if desired, be present to observe the Work in progress. If Contractor fails to give such
timely notice, any Work done in the absence of city representative will be subject to
rejection. If Contractor gives such notice to City, but then is not ready for such inspections,
tests, approvals or observations at the time so noticed, Contractor must reimburse City for
all costs incurred by the attendance of city representatives.
4.4.13.2
If any law, ordinance, rule, regulation, code, or orders of any public body having jurisdiction
requires any Work (or part thereof) to be inspected, tested or approved, Contractor (unless
another party is specified in the Agreement Documents) must assume full responsibility
therefor, pay all costs in connection therewith and furnish City the required certificates of
inspection, testing, or approval. Contractor must also be responsible for and must pay all
costs in connection with any inspection or testing required by the Specifications in
connection with City's acceptance of a manufacturer, fabricator, supplier or distributor of
materials or equipment proposed to be incorporated in the Work, or of materials or
equipment submitted for approval prior to Contractor's purchase thereof for incorporation
in the Work. The cost of all other inspections, tests and approvals required by the
Agreement Documents will be paid by City (unless otherwise specified).
4.4.13.3
All inspections, tests or approvals other than those required by law, ordinance, rule,
regulation, code or order of any public body having jurisdiction must be performed by
organizations acceptable to City and by the Design Professional if so specified.
4.4.13.4
Neither observations by City, the Design Professional nor inspections, tests or approvals by
others will relieve Contractor from their obligations to perform the Work in accordance with
the Agreement Documents.
General Conditions
Revised: 7/20/22
GC-16 of 75
4.4.14
Uncovering Work. If any Work that is to be observed, inspected, tested or approved is
covered without written concurrence of City, it must, if requested by City be uncovered for
observation. Unless Contractor has given City timely notice of Contractor's intention to
cover such Work and City has not acted with reasonable promptness in response to such
notice, Contractor must furnish all necessary labor, material and bear all the expenses of
such uncovering, exposure, observation, inspection and testing and of satisfactory
reconstruction, including compensation for additional professional services, and an
appropriate deductive Change Order will be issued.
4.4.15
In all cases of interconnection of its Work with existing or other Work, Contractor must verify
at the Site all dimensions relating to such existing or other Work. Any errors due to
Contractor’s failure to so verify all such grades, elevations, locations or dimensions must
be promptly rectified by Contractor without any increase in the Agreement Price. Any
design errors or omissions noted by
Contractor during this review must be reported
promptly to City.
4.4.16
Contractor must establish and maintain all construction grades, lines, levels, and
benchmarks, and will be responsible for accuracy and protection of same. This Work
must be performed or supervised by a licensed civil engineer or surveyor in the State of
Arizona.
4.4.17
Contractor must photograph all buried piping of greater than four (4) inches in diameter
prior to backfill.
4.4.18
Contractor is responsible for the proper performance of the work of Subcontractors and any
acts and omissions in connection with such performance. Nothing in the Agreement
Documents is intended or deemed to create any legal or contractual relationship
between City and any Subcontractor or Sub-Subcontractor, including but not limited to any
third-party beneficiary rights.
4.4.19
Contractor must coordinate the activities of all Subcontractors. Contractor must
coordinate performance of the Work with City’s Public Works & Utilities Department and
other departments or agencies within City. The Design Professional and other contractors
or parties involved in the Project. If City performs other work on the Project or at the Site with
separate contractors under City’s control, Contractor agrees to cooperate and coordinate
its activities with those of such separate contractors so that the Project can be completed
in an orderly and coordinated manner without unreasonable disruption.
4.4.20
Contractor will not substitute or change any Subcontractor or Supplier without the prior
written approval of City. Any substitute or replacement Subcontractor or Supplier must
be required to meet the same qualifications and selection criteria and process as the
original Subcontractor or Supplier. If a Subcontract/Supplier selection plan has been
approved by City, Contractor will follow that plan unless otherwise approved by City in
writing.
4.4.21
Contractor must not change or replace any members of its Project team, including
Contractor’s Representative, Project Manager, or Superintendent, without an explanation for
the change being given to City, and receiving prior written approval of the change from City,
which approval will not be unreasonably withheld.
4.4.22
Subcontractors whose scope of work has a value greater than 15% of the total Agreement
Price are required to furnish performance and payment bonds to Contractor, unless
General Conditions
Revised: 7/20/22
GC-17 of 75
otherwise approved in writing by City.
4.4.23
Contractor must comply with MAG Specification § 108.2 (E) unless otherwise specified in
Agreement Documents.
4.5
CONTROL OF THE PROJECT SITE
4.5.1
Throughout all phases of construction, including suspension of Work, Contractor must keep
the Site reasonably free from debris, trash and construction wastes to permit Contractor to
perform its construction services efficiently, safely and without interfering with the use of
adjacent land areas.
Prior to Final Acceptance of the Work, or a portion of the Work,
Contractor must remove all debris, trash, construction wastes, materials, equipment,
machinery and tools arising from the Work or applicable portions thereof to permit City
to occupy the Project or a portion of the Project for its intended use.
4.5.2
Contractor must take whatever steps, procedures or means necessary to prevent dust
nuisance due to construction operations. The dust control measures must be maintained
at all times to the satisfaction of City and in accordance with the requirements of the
Maricopa County Bureau of Air Pollution Control Rules and Regulations.
4.5.3
Contractor must maintain Americans with Disabilities Act (ADA) and American National
Standards
Institute (ANSI) accessibility requirements during construction activities,
including
without
limitation compliance with the 2010 regulations governing
implementation of the ADA to the extent applicable.
ADA and ANSI accessibility
requirements must include, but not be limited to, parking, building access, areas of refuge,
and emergency exit paths of travel. Contractor i s responsible for the coordination of all
Work to minimize disruption to residents and the public.
4.5.4
Only materials and equipment used directly in the Work will be brought to and stored on the
Site by Contractor. When equipment is no longer required for Work, it must be removed
promptly from the Site. Protection of construction materials and equipment stored at the
Site from weather, theft, damage and all other adversity is solely the responsibility of the
Contractor.
4.5.5
Contractor agrees all persons working on the Site must act at all times in the best interest
of the Project and will comply with all applicable rules and regulations reasonably set forth
by City related to the Site. Notwithstanding the foregoing or anything in this Agreement to
the contrary, City may remove from the Site any individual who City deems in their
reasonable discretion to be creating a disturbance or causing any problem on the Site.
4.5.6
Contractor will be responsible to City for the acts and omissions of Contractor’s employees,
Subcontractors and their agents and employees, and any other person performing any of
the Work under an Agreement with Contractor, or claiming by, through or under Contractor,
for all damages, losses, costs and expenses resulting from such acts or omissions.
4.5.7
City may conduct criminal, drive history, and all other requested background checks of
Contractor and Subcontractor personnel performing Work or who have access to City’s
information, data, or facilities in accordance with City’s current background check policies,
or the provisions of the Project Specific Conditions. Any officer, employee or agent that
fails to background check must be replaced immediately.
4.5.8
City will have a final authority, based upon security reasons: (i) to determine when
General Conditions
Revised: 7/20/22
GC-18 of 75
security clearance of Contractor’s and Subcontractor’s personnel is required; (ii) to determine
the nature of the security clearance, up to and including fingerprinting personnel; and
(iii) to determine whether or not any individual or entity may provide Services or perform
Work under the Agreement.
4.5.9
If City objects to any personnel for any reasonable cause, then Contractor must, upon notice
from City, remove such individual from the Project.
4.6
PROJECT SAFETY
4.6.1
The Project and all Work performed in relation thereto is governed by applicable provisions
of the federal laws, including but not limited to, the latest amendments of the following:
a. Williams-Steiger Occupational Safety & Health Act of 1970, Public Law, 91-596.
b. Part 1910 and Part 1926 – Occupational Safety and Health Standards,
Chapter XVII of Title 29, Code of Federal Regulations.
c. Part 1518 – Safety and Health Regulations for Construction, Chapter XIII of
Title 29, Code of Federal Regulations.
4.6.2
Contractor is responsible for safety of the job Site for employees of Contractor as well
as for members of the general public and others who may drive or walk through or be at
the Site.
4.6.3
Contractor recognizes the importance of performing the Work in a safe manner so as to
prevent damage, injury or loss to: (i) all individuals at the Site, whether working or visiting;
(ii) the Work, including materials and equipment incorporated into the Work and stored On-
Site or Off-Site; and (iii) all other property at the Site or adjacent thereto, including trees,
shrubs, lawns, walks, pavements, roadways, structures and utilities not designated for
removal, relocation or replacement in the course of construction; and (iv) the owners or
tenants of adjacent property and their patrons, employees and invitees.
4.6.4
Contractor assumes responsibility for implementing and monitoring all safety precautions
and programs related to the performance of the Work.
4.6.5
Contractor must provide a “competent person’ as required by O.S.H.A regulations. The
“competent person” must be identified at the Pre-Construction Conference with City
advised in writing of any changes.
4.6.6
The “competent person” must make routine daily inspections of the Site and must hold
weekly safety meetings with Contractor’s personnel, Subcontractors and others as
applicable.
4.6.7
Contractor and Subcontractors must comply with all legal and regulatory requirements
relating to safety, as well as any City specific safety requirements set forth in the Agreement
Documents, provided that such City-specific requirements do not violate any applicable
legal and regulatory requirements.
4.6.8
Contractor will immediately report in writing any safety-related injury, loss, damage or
accident arising from the Work to Project Manager and, to the extent mandated by Legal
Requirements, to all government or quasi-government authorities having jurisdiction over
safety-related matters involving the Project or the Work.
General Conditions
Revised: 7/20/22
GC-19 of 75
4.6.9
Contractor’s responsibility for safety under this Section is not intended in any way to
relieve Subcontractors and Sub-Subcontractors of their own contractual and legal
obligations and responsibility for (i) complying with all Legal Requirements, including those
related to health and safety matters, and (ii) taking all necessary measures to implement
and monitor all safety precautions and programs to guard against injury, losses, damages
or accidents resulting from their performance of the Work.
4.6.10
As between City and Contractor, Contractor is responsible to City for any and all the safety
issues relating to the Work on the Project. Contractor must administer and manage the
safety program. This will include, but not necessarily be limited to review of the safety
programs of each Subcontractor. Contractor must monitor the establishment and
execution of compliance with all applicable regulatory and advisory agency construction
safety standards. Contractor’s responsibility for review, monitoring, and coordination of the
Subcontractor’s safety programs will not extend to direct control over execution of the
Subcontractors’ safety programs. Notwithstanding Contractor’s safety obligations to City,
it is agreed and understood that each individual Subcontractor will remain controlling
employer responsible for the safety programs and precautions applicable to its own work
and the activities of other’s work in areas designated to be controlled by such Subcontractor
for purposes of workers compensation insurance coverage.
4.6.11
Nothing in this agreement will relieve Contractor of his responsibility to maintain traffic,
structures, etc., as noted on the Plans, Specifications, and Project Specific Conditions.
Contractor is responsible to provide all necessary shoring, bracing and trench support as
is necessary to maintain traffic structures, etc., as stipulated in the Plans, Specifications, and
Special Provisions. If the stability of adjoining building, walls, roadways, etc., is endangered
by Contractor’s excavation, shoring, bracing, or under pinning must be provided as
necessary to ensure project safety. Cost for shoring, bracing, underpinnings, and trench
support will be included in the appropriate items listed in the Agreement Price, and no
additional payment will be made for this work.
4.7
MATERIALS QUALITY, SUBSTITUTIONS, AND SHOP DRAWINGS
4.7.1
Quality Control and Quality Assurance Testing.
4.7.1.1
All construction materials to be used or incorporated in the Project are subject to
inspection, Quality Control & Quality Assurance Testing, and approval or rejection by City.
Any material rejected by City must be removed immediately and replaced in an acceptable
manner to City at no additional cost to City. When QC/QA tests indicate noncompliance
with the Agreement Documents, retesting must be performed by the same testing
laboratory that performed the tests that indicated noncompliance.
4.7.1.2
The Contractor must establish, provide, and maintain an effective Quality Control Testing
Program (QCTP). The Contractor must develop his own program or procure the services of
a consultant. In either case, the party performing the tests must be currently certified by the
National Bureau of Standards in the National Voluntary Laboratory Accreditation Program
(NVLAP) for construction
services or the AASHTO Accreditation Plan (AAP) for Soils,
Asphalt and Concrete. The Contractor must provide all support necessary to perform QC
and QA testing and sampling (i.e. shoring for testing trench backfill, backhoes, motor
graders, loaders, etc. to facilitate testing and sampling). The City will perform the QA testing.
4.7.1.3
The Contractor must submit a written QCTP to the City as a required submittal. The
Contractor must not begin Work until the Quality Control Program has been reviewed and
General Conditions
Revised: 7/20/22
GC-20 of 75
accepted by the City. Resumes of all personnel that will be associated directly or indirectly
with the QCTP must be included.
4.7.1.4
The QCTP must include, but not be limited to, on-site/field and laboratory testing of all
material delivered to the Site and any existing materials or conditions pertinent to the
project.
4.7.1.5
All testing must be under the direction of a Professional Engineer registered in the State of
Arizona, knowledgeable in Materials Testing. All “Test Report” forms must be stamped by
said Engineer.
4.7.1.6
The written QCTP will set forth the responsibilities of the engineer, project manager,
supervisory personnel and each technician assigned to this project. Substitutions or
replacement of personnel must require prior written approval by the City. All personnel must
be proficient within their assigned duties and possess certification(s) commensurate with
their position and responsibilities. The minimum certification(s) for each technician must
be NICET Level II, Arizona Technical Testing Institute, American Concrete Institute, or other
nationally recognized program applicable to the project and approved by the City of
Chandler. The written QCTP must include a description of the required field and
construction materials laboratory tests, including required frequencies that meet the
minimums established herein.
4.7.1.7
The Contractor must establish a system to record and report all material test results. The
daily test reports must include, but not be limited to:
a. Test designation;
b. Date of test;
c. Name of tester;
d. Location of test/sample (station and offset);
e. Product suppliers and product codes (as applicable);
f.
Depth/elevation of test/sample;
g. Test result;
h. Control requirement(s);
i.
Cause of rejection (if applicable);
j.
Results of retests (if applicable); and
k. Remedial action (if applicable).
4.7.1.8
The Contractor must submit test results to the designated City representative.
4.7.1.9
The Contractor must also submit a weekly report to the City summarizing the testing
and construction activities completed by emailing the report to the email addresses noted
above. All weekly reports must be submitted simultaneously to the Contractor and the
City of Chandler. The report must include individual summary sheets for each utility line,
structure, and portion of the pavement section. Cores must be numbered sequentially
throughout the Project. Re-cores must reference the original core by number and must
contain the averaged values for thickness and density. Total pavement thickness must be
reported. Vertical location of tests for underground utilities must indicate the depth of the
General Conditions
Revised: 7/20/22
GC-21 of 75
excavation at the location of the test (i.e., cut to flow line [if applicable], depth to bottom
or top of pipe, etc.). Density tests must be numbered sequentially. If the minimum number
of tests has not been performed per the written QCTP, this must be stated in the weekly
summary report with an explanation of the circumstances.
4.7.1.10
The City will maintain a copy of the Project test results and weekly reports in the Project
file. In cases where quality control activities do not comply with the Agreement provisions,
the City may:
a. Order the Contractor to replace ineffective or unqualified quality control
personnel.
b. Order the Contractor to stop operations until appropriate corrective action is
taken.
4.7.1.11
Although minimum testing requirements are specified herein, the Contractor bears full
responsibility for the quality of the materials and their installation and may elect to
perform additional testing beyond the requirements set forth herein to ensure compliance.
4.7.1.12
The Quality Control requirements contained in this Section are in addition to and separate
from Quality Assurance Testing, which will be performed by the City of Chandler or its
representative. If the Quality Assurance test results are not in agreement with the Quality
Control test results, the Contractor will have the option to retain a third party consultant for
referee tests. The third party consultant must meet the same requirements as the
consultant performing the Quality Control Testing. The results of the third party will be
binding. All cost incurred by the referee testing will be the Contractor’s expense. If the
Contractor elects not to retain a third party for referee testing, the City of Chandler test
results will prevail.
4.7.1.13
Except as otherwise noted within this Section, Work or materials required by this Section are
non- pay items. Per MAG Section 101, a non-pay item is an item of Work for which no
separate payment will be made, the cost of which is to be included as an incidental cost
for associated item(s) included on the Bid Schedule or Schedule of Values.
4.7.2
Trade Names and Substitutions.
4.7.2.1
Substitutions prior to bid will only be considered if in compliance with Arizona Revised
Statute § 34-104.
4.7.2.2
Contractor, if requested by City, must submit Samples or any additional information that
may be necessary to evaluate the acceptability of the substitution.
4.7.2.3
City will make the final decision and will notify Contractor in writing as to whether the
substitution has been accepted or rejected.
4.7.2.4
If City does not respond within 15 working days, Contractor must continue to perform the
Work in accordance with the Agreement Documents and the substitution will be considered
rejected.
4.7.3
Shop Drawings.
4.7.3.1
Contractor must prepare and submit Shop Drawings which show details of all Work to insure
proper installation of the Work using those materials and equipment specified under the
approved Plans and Specifications.
General Conditions
Revised: 7/20/22
GC-22 of 75
4.7.3.2
Contractor must submit a schedule of Shop Drawing submissions, which avoids bulk
submissions to the extent reasonably possible, with the Project Schedule for City approval.
The schedule of Shop Drawing submissions must include all of the items for which Shop
Drawings are required by the Agreement Documents, including the Specifications. Unless
otherwise noted, Shop Drawings will not be required for items specified or detailed in
the Uniform Standard Specifications and Details or the Technical Specifications.
4.7.3.3
Shop Drawings must be numbered consecutively for each Specification section and must
accurately and distinctly present the following:
a. All working and erection dimensions.
b. Arrangements and sectional views.
c. Necessary details, including complete information for making connections
between work under this Agreement and work under other Agreements.
d. Kinds of materials and finishes.
e. Parts list and description thereof.
4.7.3.4
Each Drawing or page must include:
a. Project Name, City of Chandler Project Number and descriptions.
b. Submittal date and space for revision dates.
c. Identification of equipment, product or material.
d. Name of Contractor and Subcontractor.
e. Name of Supplier and Manufacturer.
f.
Relation to adjacent structure of material.
g. Physical dimensions clearly identified.
h. ASTM and Federal Specifications references.
i.
Identification of and justification for deviations from the Agreement
Documents.
j.
Contractor’s stamp, initialed or signed, dated and certifying the review
of submittal, certification of field measurements and compliance with
Agreement.
k. Location at which the equipment or materials are to be installed.
4.7.3.5
Location will mean both physical location and location relative to other connected or
attached material. City will return unchecked any submittal, which does not contain
complete data on the Work and full information on related matters.
4.7.3.6
Stock or standard drawings will not be accepted for review unless full identification and
supplementary information is shown thereon in ink or typewritten form.
4.7.3.7
Contractor must schedule, prepare and submit all Shop Drawings in accordance with a time-
table
that will allow its suppliers and manufacturers sufficient time to fabricate,
manufacture, inspect, test and deliver their respective products to the project Site in a
timely manner so as to not delay the complete performance of the Work.
General Conditions
Revised: 7/20/22
GC-23 of 75
4.7.3.8
If the Shop Drawings show departures from the Agreement requirements, Contractor
must make specific mention thereof in the Letter of Transmittal; otherwise review of such
submittals by City will not constitute review of the departure. Review of the Drawings will
constitute review of the specific subject matter for which the Drawings were submitted
and not of any other structure, material, equipment, or apparatus shown on the Drawings.
4.7.3.9
The review of Shop Drawings will be general and will not relieve Contractor of responsibility
for the accuracy of such Drawings, nor for the proper fitting and construction of the Work,
nor for the furnishing of materials or Work required by the Agreement. No construction
called for by Shop Drawings will be initiated until such Drawings have been reviewed and
approved by City.
4.7.3.10
The procedure in seeking review of the Shop Drawings will be as follows:
a. Contractor must submit complete sets of Shop Drawings and other
descriptive data as specified in this Section.
b. After Contractor’s submittal or resubmittal of Shop Drawings, if Contractor
has submitted Shop Drawings in accordance with the City-approved
submittal schedule, or upon resubmission, City will be provided with three
(3) calendar weeks for review. Should City require additional review time
above and beyond the three (3) calendar weeks, Contractor may ask for a
time extension or monetary compensation, if they can present valid, factual
evidence that actual damages were incurred by Contractor. City will
determine
the amount of the time extension or the monetary
compensation to be awarded Contractor, if any, in accordance with City’s
Policy Statement for Calculating Delays and Damages, Appendix 1.
4.7.3.11
Contractor will be responsible for all extra costs incurred by City caused by Contractor’s
failure to comply with the procedure outline above.
4.7.4
Long Lead Time Items. Contractor must submit Shop Drawings, as required by the Engineer,
on all long lead items to be furnished and installed as part of the project within 10 Days
after the date of the executed Agreement letter issued by City. In addition,
Contractor must order all long lead items to be furnished and installed as part of this
Project within 3 Days after receiving approved Shop Drawings. For all long lead times for
which Shop Drawings are not required, Contractor must order said long lead items within
15 Days after the date of the executed Agreement letter issued by City. Within 2 Days
after ordering long lead items, Contractor must supply copies of all purchase orders,
along with an accurate delivery schedule from the supplier.
4.7.5
Construction Water. If Contractor uses water from City’s water system for construction
water, Contractor must obtain a fire hydrant meter from City of Chandler Utility Services
(480-782-2280) and all construction water must be obtained through the hydrant meter.
Contractor must pay all fees related to the hydrant meter and all water bills for construction
water. All cost for meters and construction water will be included in the Agreement Price.
4.8
PROJECT RECORD DOCUMENTS
4.8.1
During the construction period, Contractor must maintain at the jobsite a full-size set of
prints of the Construction Document Drawings and Shop Drawings for Project Record
Document purposes.
General Conditions
Revised: 7/20/22
GC-24 of 75
4.8.2
Contractor must mark these Drawings to indicate the actual installation where the installation
varies from the original Construction Documents. Contractor must give particular attention
to information on elements that will be concealed, which would be difficult to identify or
measure and record later. Items required to be marked include but are not limited to:
a. Dimensional changes to the Drawings.
b. Revisions to details shown on Drawings.
c. Locations and depths of underground utilities.
d. Revisions to routing of piping and conduits.
e. Actual equipment locations.
f.
Changes made by Change Order or Addendum.
g. Details not on original Agreement Drawings.
4.8.3
Contractor must mark completely and accurately Project Record Drawing sets of
Construction Documents.
4.8.4
Contractor must mark Project Record Drawings sets with red erasable colored pencil.
4.8.5
Contractor must note Request for Information (RFI) Numbers and Change Order numbers,
etc., as required to identify the source of the change to the Construction Documents.
4.8.6
Contractor must submit Project Record Drawing sets and Shop Drawings to City or its
representative for review and comment.
4.8.7
Upon receipt of the reviewed Project Record Drawings from City, Contractor must correct
any deficiencies and omissions to the Drawings and submit the final original of the Project
Record Drawings to City prior to Final Payment.
4.8.8
Project Manager will review the Project Record Drawings monthly prior to the date
established for the Payment Request and will be the sole judge of acceptance of these
Drawings.
4.9
WARRANTY AND CORRECTION OF DEFECTIVE WORK
4.9.1
Contractor warrants to City that the construction, including all materials and equipment
furnished as part of the Work, will be new unless otherwise specified in the Agreement
Documents, of good quality, and free of defects in materials and workmanship. Contractor’s
warranty obligation excludes defects caused by abuse, alterations, or unreasonable failure
to maintain the construction by persons other than Contractor, subcontractors, or others
under Contractor’s control. Nothing in this warranty will limit any manufacturer’s warranty
which provides City with greater warranty rights than set forth herein or in the Agreement.
Contractor will provide City with all manufacturers’ warranties and operation and
maintenance manuals upon substantial completion of the Work. Contractor’s warranty
must be for one (1) year, in accordance with MAG Specification § 108.8, and will commence
for all portions of the Work upon Final Acceptance of the entire Work as determined by City
under the Agreement. All statutory or other warranties, express or implied, related to latent
defects will remain in force and are not limited by this provision.
4.9.2
City May Stop the Work. If the Work is defective, or Contractor fails to supply sufficient
skilled workmen or suitable materials or equipment, City may order Contractor to stop the
General Conditions
Revised: 7/20/22
GC-25 of 75
Work without cost to City, or any portion thereof, until the cause for such order has been
eliminated; however, this right of City to stop the Work will not give rise to any duty on the
part of City to exercise this right for the benefit of Contractor or any other party.
4.9.3
Correction or Removal of Defective Work.
4.9.3.1
If required by City, Contractor must promptly, without cost to City and as specified by City,
either correct any defective Work, whether or not fabricated, installed or completed, or, if
the Work has been rejected by City, remove it from the Site and replace it with non-defective
Work. Contractor must correct any Work which may be displaced in correcting, removing or
replacing defective Work. No compensation will be allowed Contractor for such removal,
replacement or remedial Work. Contractor must reimburse City for costs incurred by City
due to such correction or removal including but not limited to additional expenses for
inspection, testing or observation and for repeated reviews by the City or Design
Professional.
4.9.3.2
Upon failure on the part of the Contractor to comply within a reasonably prompt time with
any written order of City to correct or remove defective Work, City has authority to cause
nonconforming materials or rejected Work to be remedied, removed, or replaced at the
Contractor's expense and to deduct the costs from any moneys due or to become due the
Contractor.
4.9.4
City May Correct Defective Work. If Contractor fails within a reasonable time after written
notice of City to proceed to correct defective Work or to remove and replace rejected Work
as required by City or if Contractor fails to perform the Work in accordance with the
Agreement Documents (including any requirements of the progress schedule), City may,
after 7 Days' written notice to Contractor, correct and remedy any such deficiency. To the
extent necessary to complete corrective and remedial action, City may exclude Contractor
from all or part of the Work, and suspend Contractor's services related thereto, take
possession of Contractor's tools, appliances, construction equipment and machinery at the
Site and incorporate in the Work all materials and equipment stored at the Site or for which
City has paid Contractor, but which are stored elsewhere. Contractor must allow City, city
representatives, agents and employees such access to the Site as may be necessary to
enable City to exercise City’s rights under this Section. All direct and indirect costs of City in
exercising such rights will be charged against Contractor in an amount verified by City
representative, and a Change Order will be issued incorporating the necessary revisions in
the Agreement Documents and a reduction in the Agreement Price. Such direct and indirect
costs will include, in particular but without limitation, compensation for additional
professional services required and all costs of repair and replacement of Work or others
destroyed or damaged by correction, removal or replacement of Contractor's defective
Work. Contractor will not be allowed an extension of the Agreement Time because of any
delay in Contractor’s performance of the Work attributable to the exercise by City or City's
rights hereunder.
4.9.5
Correction or Removal of Unauthorized Work.
4.9.5.1
Any Work done beyond the lines and grades shown on the Drawings or established by the
Design Professional or any changes in, additions to, or deductions from the Work done
without written authority will be considered as unauthorized and will not be paid for. Work
so done may be ordered remedied, removed, or replaced at the Contractor's expense.
4.9.5.2
Upon failure on the part of the Contractor to comply promptly with any order of the City,
General Conditions
Revised: 7/20/22
GC-26 of 75
City will have authority to cause unauthorized Work to be remedied, removed, or replaced
at the Contractor's expense and to deduct the costs from any moneys due or to become
due the Contractor.
4.9.6
Correction Period - One Year Guarantee.
4.9.6.1
If, within one year after the date of Final Acceptance, or such longer period of time as may
be prescribed by law or by the terms of any applicable special guarantee required by the
Agreement Documents, or by any specific provision of the Agreement Documents, any Work
is found to be defective, Contractor must promptly, without cost to City and in accordance
with City's written instructions, either correct such defective Work, or, if it has been rejected
by City, remove it from the Site and replace it with non-defective Work. If Contractor does
not promptly comply with the terms of such instructions, or in an emergency where delay
would cause serious risk of loss or damage, City may have the defective Work corrected or
the rejected Work removed and replaced, and all direct and indirect costs of such removal
and replacement, including compensation for additional professional services, must be paid
by Contractor. Such action by the City will not relieve the Contractor of the guarantees
required by this Section or elsewhere in the Agreement Documents.
4.9.6.2
If, in the opinion of the City, defective Work creates a dangerous condition or requires
immediate correction or attention to prevent further loss to the City or to prevent
interruption of operation of the City, the City will attempt to give the notice required by this
Section. If the Contractor cannot be contacted or does not comply with the City's request
for correction within a reasonable time as determined by the City, the City may,
notwithstanding the provisions of this Section, proceed to make such correction or provide
such attention; and the costs of such correction or attention will be charged against the
Contractor. Such action by the City will not relieve the Contractor of the guarantees
required by this Section or elsewhere in the Agreement Documents.
4.9.6.3
This Section does not in any way limit the guarantee on any items for which a longer
guarantee is specified or on any items for which a manufacturer or supplier gives a
guarantee for a longer period. The Contractor agrees to act as co-guarantor with such
manufacturer or supplier and must furnish the City all appropriate guarantee or warranty
certificates upon completion of the Project. No guarantee period, whether provided for in
this Section or elsewhere, will in any way limit the liability of Contractor or their sureties or
insurers under the indemnity or insurance provisions of these General Conditions and the
Project Specific Special Conditions.
4.9.7
Acceptance of Defective Work.
4.9.7.1
If, instead of requiring correction or removal and replacement of defective Work, City may
accept Work when in the best interest of the City to do so with appropriate monetary credit
from Contractor. If any such acceptance occurs prior to final payment, a Change Order will
be issued incorporating the necessary revisions in the Agreement Documents, including
appropriate reduction in the Agreement Price; or, if the acceptance occurs after final
payment, an appropriate amount must be paid by Contractor to City.
4.9.7.2
Alternatively, City may require Contractor to furnish at Contractor's expense, a special
performance guarantee or other surety prior to acceptance of defective work.
4.9.8
The Warranty period begins on the Final Acceptance date noted in the Certificate of
Completion, irrespective of early completion by some Subcontractors of their work.
General Conditions
Revised: 7/20/22
GC-27 of 75
4.9.9
Contractor’s warranty obligation must be in accordance with MAG Specifications.
4.9.10
Nothing in the warranties contained in the Agreement Documents are intended to limit any
manufacturer’s warranty which provides City with greater warranty rights than set forth
in this Section or the Agreement Documents. Contractor must provide City with all
manufacturers’ warranties
prior to Substantial Completion, if applicable, or Final
Acceptance.
4.9.11
Contractor agrees that it will be responsible to manage and administer the correction of any
Work that is not in conformance with the Agreement Documents during the warranty
periods set forth in this Section, or during any longer periods to the extent required by the
Agreement Documents. A progress payment, or partial or entire use or occupancy of the
Project by City, will not constitute acceptance of Work not in accordance with the Agreement
Documents.
4.9.12
When notified of a warranty issue, Contractor must respond in writing within 48-hours and
must perform warranty Work as soon as material for said repairs are available (as judged
solely by City), and in any event Contractor must, take immediate steps to commence and
complete correction of nonconforming Work no later than the time period set forth in
City’s written notification in accordance with the Agreement Documents. This includes the
correction, removal or replacement of the nonconforming Work and any damage caused
to other parts of the Work affected by the nonconforming Work. If defects develop which
are determined by City to be an emergency, City will notify Contractor, via the most
expeditious means regarding the nature and condition of the defects. In turn, Contractor
must immediately dispatch necessary forces to correct the defect or the emergency
condition in accordance with Agreement Documents.
4.9.13
The time periods referenced in this Section apply only to Contractor’s obligation to
correct nonconforming Work and is not intended to constitute a period of limitations for any
other rights or remedies that City may have regarding Contractor’s other obligations under
the Agreement Documents.
4.9.14
Without limiting the foregoing or anything in these General Conditions or the Agreement
to the contrary, Contractor must obtain and provide to City all warranties for any portion
of the Project offered by the manufacturer, installer or provider thereof. City and the user
of the facility will have the right to the full value and benefit of all such warranties.
Contractor must ensure all such warranties are fully transferrable to facilitate the full value
of this Section.
4.9.15
Contractor’s warranty excludes damages or defects caused by abuse, alterations to the Work
not executed by or through Contractor, improper or insufficient maintenance, improper
operation, or normal wear and tear and normal usage.
4.9.16
In the event of any noncompliance with this entire Section 4, City may require Contractor to
stop or suspend the Work in whole or in part.
SECTION 5 - CITY RESPONSIBILITIES
5.1
CITY PROJECT MANAGER AND INSPECTORS
5.1.1
Project Manager is responsible for providing City-supplied information and approvals in a
timely manner to assist Contractor to fulfill its obligations under the Agreement Documents.
General Conditions
Revised: 7/20/22
GC-28 of 75
5.1.2
Project Manager will also provide Contractor with prompt notice when it observes any
failure on the part of Contractor to fulfill its contractual obligations, including any default
or defect in the Project or non-conformance with the Drawings and Specifications.
5.1.3
City may utilize Field Inspectors to assist Project Manager during construction in
observing performance of Contractor. City’s use of Inspectors is for the purpose of assisting
Project Manager.
5.1.4
The Inspectors are authorized to inspect all Work and materials furnished. Such inspections
may extend to all or part of the Work and to preparation, fabrication or manufacture of the
materials to be used. The Inspectors have the authority to issue instructions contrary to
the Construction Documents if approved and coordinated with the directions of Project
Manager.
5.1.5
The Inspectors have the authority to reject work or materials until any questions at issue can
be decided by Project Manager.
5.1.6
The use of Inspectors by City will not make City responsible for or give City control
over construction means, methods, techniques, sequences or procedures or for safety
precautions or programs or responsibility for Contractor’s failure to perform the Work in
accordance with Agreement Documents. The Inspectors are not authorized to direct any of
Contractor’s activities, employees or Subcontractors.
5.2
DESIGN PROFESSIONAL SERVICES
City may contract separately with one or more Design Professionals to provide
construction administration of the Project. The Design Professional’s Agreement, as well as
other firms hired by City may be furnished to Contractor. Contractor does not have the right
to limit or restrict or reject any Agreement modifications that are mutually acceptable to City
and Design Professional.
5.3
CIT Y ’S SEP AR AT E CONT R ACT ORS
City is responsible for all work performed on the Project or at the Site by separate
contractors retained by City. City will contractually require its separate contractors to
reasonably cooperate with, and reasonably coordinate their activities so as not to interfere
with Contractor in order to enable Contractor to timely complete the Work consistent with
the Agreement Documents. Contractor must immediately notify the Project manager,
and address the matter in the next monthly status report, if any activities of such separate
contractors are expected to interfere, or are interfering, with Contractor and such
interference will or could result in any delay in Contractor’s performance of the Work.
5.4
PERMIT REVIEW AND INSPECTIONS
5.4.1
If requested by Contractor, Project Manager will provide assistance and guidance in
obtaining necessary reviews, permits and inspections.
5.4.2
The regulating agencies of City, such as Development and Sustainability, Fire and
Planning Departments, enforce legal requirements. The enforcement activities of City are
independent and separate from this Agreement.
5.5
PLANS AND SPECIFICATIONS TO THE CONTRACTOR.
Contractor will be provided up to five copies of the Agreement Documents as are
reasonably necessary for the execution of the Work. Additional copies will be furnished,
General Conditions
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upon request, at the cost of reproduction.
SECTION 6 - AGREEMENT TIME
6.1
AGREEMENT TIME
6.1.1
The Agreement Time will start with the Notice to Proceed (“NTP”) and end with Final
Acceptance.
6.1.2
Beginning on the date of the NTP, Contractor must begin to fulfill Contractor’s obligations
under the Agreement. Contractor’s obligations include providing City and other
agencies with any submittals required by the Project Specific Special Provisions, including
but not limited to, an approved Project Schedule, Traffic Control Plans, and a Stormwater
Pollution Prevention Plan. Contractor must submit all such required submittals before
any physical construction work commences on the Site. NTP does not authorize
construction work until all a greement insurance, bonds, and schedules are submitted to
and accepted by the City.
6.1.3
The Agreement Time will be as set forth in the Project Schedule. Contractor agrees that
it will commence performance of the Work and complete the Project through both
Substantial Completion and Final Acceptance within the Agreement Time.
6.1.4
Time is of the essence of this Agreement, for the Project, for the Work, and for each phase
and designated Milestone thereof.
6.1.5
Failure of Contractor to perform any covenant or condition contained in the Agreement
Documents within the time periods specified herein, will constitute a material breach of this
Agreement entitling City to terminate the Agreement unless Contractor applies for and
receives an extension of time, in accordance with the procedures set forth in the Agreement
Documents.
6.1.6
Failure of City to insist upon the performance of any covenant or condition within the time
periods specified herein, will not constitute a waiver of Contractor’s duty to perform every
other covenant or condition within the designated periods, unless a specific waiver is
granted in writing for each such covenant or condition.
6.1.7
City’s agreement to waive a specific time provision or to extend the time for performance
will not constitute a waiver of any other time provisions contained in the Agreement
Documents. Failure of Contractor to complete performance promptly within the additional
time authorized in the waiver or extension of time agreement constitutes a material breach
of this Agreement entitling City to all the remedies set forth herein or provided by law.
6.2
PROJECT SCHEDULE
6.2.1
The Project Schedule must be in Microsoft Project standard file format, must be updated and
maintained throughout the Agreement Time, and must contain the following:
6.2.1.1
Detailed representation of all activities for the project, both on-site construction and major
procurement. All significant activities together with the resource loading requirements for
each and all items appearing on the schedule of values or bid schedule for progress
payments must be shown on the Project Schedule or in attached transmittal letter as
described in Section 6.2.8.
General Conditions
Revised: 7/20/22
GC-30 of 75
6.2.1.2
Dependencies between activities must be indicated so that it may establish as to the effect
the progress of any one activity would have on other activities and on the Schedule.
6.2.1.3
Activities for submission, review, and approval of all required submittals.
6.2.1.4
An amount of time will be established prior to the final completion date for “punch list and
cleanup”. No other activities will be scheduled during this period. Punch list and cleanup
must be shown on the Project Schedule and must be entirely completed prior to the
expiration of the Agreement Time.
6.2.2
Within 10 Days of receipt of City’s comments, Contractor must make all required
corrections, adjustments, and additions to complete the Project Schedule and resubmit to
City for review. City’s review of and response to the Project Schedule is for the purpose of:
(1) City planning and staffing for the Project as may be required from time to time; (2)
ensuring Contractor’s general conformance with the scheduling requirements of the
Agreement Documents and completion of the Project within the Agreement Time; and (3)
monitoring and evaluating the construction status for purposes of approving monthly
progress payments. Acceptance of a submitted schedule by City should in no way be
construed as an affirmation or admission that the schedule is reasonable or workable by
Contractor. The responsibility for completing the Work on the Project within the
Agreement Time remains the obligation of Contractor. City’s review does not relieve
Contractor from compliance with the requirements of the Agreement Documents or
be construed as relieving Contractor of its complete and exclusive control over the
means, methods, sequences and techniques for executing the work.
6.2.3
The Project Schedule must show milestones, including milestones for City-furnished
information, and must include activities for City-furnished material and construction by
other contractors when those activities are interrelated with Contractor activities.
6.2.4
The Project Schedule must be revised as required by conditions and progress of the Work,
but such revisions do not relieve Contractor of its obligations to complete the Work
within the Agreement Time, as adjusted in accordance with the Agreement Documents.
No modification to the Agreement Documents or the Agreement Time will be effective
unless approved in advance by City.
6.2.5
For all items of materials and equipment that are critical or may require long lead times to
acquire, the Project Schedule must show dates for submission, review and approval of
submittals, ordering, and delivery.
6.2.6
An updated Project Schedule must be submitted monthly to City as part of the Payment
Request. The monthly submittal must include one full size plot of the entire schedule and
one electronic copy containing the schedule in Microsoft Project standard file format. In
addition, Contractor must, upon request by City, provide a copy of all submitted schedule
data in electronic
format which must be clearly labeled with the Project description,
scheduling program name and version number, and schedule print/data date.
6.2.7
Contractor must provide City with a monthly status report with each Project Schedule
detailing the progress of the Work, including: (i) if the Work is proceeding according to
schedule, (ii) any discrepancies, conflicts, or ambiguities found to exist in the Agreement
Documents that require resolution, and (iii) other information detailing items that require
resolution so as not to jeopardize the ability to complete the Work in the Agreement Time.
General Conditions
Revised: 7/20/22
GC-31 of 75
6.2.8
With each Project Schedule submittal, Contractor must include a transmittal letter
including the following:
a. Description of problem tasks, referenced to field instructions or requests
for information (RFI’s), as appropriate.
b. Current and anticipated delays including:
(i)
Cause of the delay.
(ii)
Corrective action and schedule adjustments to correct the delay.
(iii)
Known or potential impacts and their delay on other activities,
milestones, and their impact on the Substantial Completion and
Final Acceptance dates.
(iv)
Changes in construction sequence.
c. Pending items and status thereof including but not limited to:
(i) Time Extension requests;
(ii)
Substantial Completion date status;
(iii)
Final Acceptance date status.
d. If ahead of schedule, the number of calendar Days ahead.
e. If behind schedule, the number of calendar Days behind.
f.
Other Project or scheduling concerns.
6.2.9
Critical Path Method (CPM).
6.2.9.1
Unless otherwise specified in the Agreement, the Project Schedule must include a Critical
Path
Method (CPM) diagram schedule showing the sequence of activities, the
interdependence of each activity and identifies the Critical Path.
6.2.9.2
The CPM diagram schedule must be in calendar Days and indicate duration, earliest and
latest start and finish dates for all activities, and total Float Times for all activities except
critical activities. The CPM diagram must be presented in a time scaled graphical format for
the Project as a whole.
6.2.9.3
The CPM diagram schedule must indicate all relationships between activities.
6.2.9.4
The activities making the Project Schedule must contain sufficient detail to assure that
adequate planning has been done for proper execution of the Work and such that it provides
an appropriate basis for monitoring and evaluation the progress of the Work. Individual
activities must not exceed 30 Days in length, in most cases.
6.2.9.5
The CPM diagram schedule must be based upon activities, which coincide with the Schedule
of Values.
6.2.9.6
The CPM diagram schedule must show all submittals associated with each work activity and
the review time for each submittal.
6.2.10
Float Time.
6.2.10.1
The total Float Time within the overall schedule is for the exclusive use of City, but City
may approve Contractor’s use of Float as needed to meet Agreement Milestones and
General Conditions
Revised: 7/20/22
GC-32 of 75
the Project completion date.
6.2.10.2
Contractor will not be allowed to sequence, hide, or reallocate Float Time through
such strategies, as extending activity duration estimates to consume available Float, using
preferential logic, or using extensive crew/resource sequencing, tec. No time extensions
will be granted nor delay damages paid until a delay occurs which extends the Work beyond
the Agreement Time.
6.2.11
City-Caused Delays. City-caused delays on the Project, if any, may be offset by City-caused
time savings (i.e., Critical Path submittals returned in less time than allowed by the
Agreement, approval of substitution requests and credit changes which result in savings of
time to Contractor, etc.) In such an event, Contractor will not be entitled to receive a time
extension or delay damages until all City-caused time savings are exceeded and the
Agreement Time is also exceeded.
6.2.12
Rain-Related Delays. Contractor is required, in preparing the Project Schedule to take into
account all relevant weather conditions, including normal rainfall and distribution. No
additional compensation will be given for any rain-related delays or impacts on the Work
or the Project Schedule. No time extension will be granted in the Project Schedule unless
the rainfall during the construction of Work is unusually severe, was not reasonably
anticipated, and the total rainfall was significantly in excess of the normal rainfall for the
Project Site location. Normal rainfall for the Project will be determined from the 10-year
average rainfall for the Site as measured by the National Oceanic and Atmospheric
Administration or comparable source of reliable information for rainfall in Chandler,
Arizona. In addition, the excessive rainfall must have actually impacted Work activities on
the Critical Path and caused delay beyond any remaining Float at the time of the rain- caused
delay. The burden of documenting normal rainfall, the excessive rainfall and the impact on
Critical Path activities is on Contractor. All other provisions in the Agreement Documents
relating to claims, including without limitation notice requirements, apply to any claim by
Contractor for a rain delay.
6.2.13
City’s “Policy Statement for Calculating Delays and Damages,” Appendix 1 to these
General Conditions, will apply to all claims of delay and delay damages.
6.2.14
Force Majeure. If Contractor is delayed or prevented from the performance of any Work
required under this Agreement by reason of acts of God or other causes beyond the control
and without fault of Contractor (financial inability excepted), performance of that Work will
be excused, but only for the period of the delay. The time for performance of the Work will
be extended for a period equivalent to the period of delay. In addition, the parties agree if
Contractor’s delayed or suspended performance directly arises out of or directly results
from the COVID-19 pandemic, Contractor’s delayed or suspended performance may be
excused as set forth in this clause. Provided, however; Contractor must give the City written
notice within 30 days of the occurrence of the event giving rise to COVID-19 pandemic
related delayed or suspended performance. For COVID-19 pandemic related delay or
suspended performance, the parties must agree in writing to the length of the excused
delay or suspended performance. Further, Contractor must obtain the City’s written
approval to use any allowance established as part of the project for delays and costs related
to the COVID-19 pandemic.
6.3
SUBSTANTIAL COMPLETION
6.3.1
When Contractor considers that the Work, phase or a portion thereof, which City agrees in
General Conditions
Revised: 7/20/22
GC-33 of 75
writing to accept separately, is substantially complete, City will prepare and submit to
Contractor a comprehensive Punch List of items to be completed or corrected prior to Final
Acceptance and Final Payment. Failure to include an item on such Punch List does not alter
the responsibility of Contractor to complete all Work in accordance with the Agreement
Documents.
6.3.2
Upon receipt of Contractor’s Punch List, Project Manager will make an inspection to
determine whether the Work or designated portion thereof is substantially complete.
Project Manager may, at Project Manager’s sole option, be assisted in such inspection by
the Design Professional for the Project. If the inspection by the Project Manager discloses
any item, whether or not included on Contractor’s Punch List, which is not sufficiently
completed in accordance with the Agreement Documents so that City can occupy or utilize
the Work, phase or designated portion thereof for its intended use, Contractor must,
before issuance of the Certificate of Substantial Completion, complete or correct such
item upon notification by Project Manager. In such case, Contractor must then submit a
request for another inspection by Project Manager to determine Substantial Completion.
6.3.3
Certificate of Substantial Completion.
6.3.3.1
The Project Manager will not issue a Certificate of Substantial Completion unless and until
the Work (or separable units or Phases as provided in the Agreement Documents) is
essentially and satisfactorily complete in accordance with the Agreement Documents, such
that the Project is ready for use by City for its intended purpose, opening to the general
public, full occupancy or use by City (including, without limitation, all separate units, or
rooms, facilities, access, income-generating areas, and all areas serving the general public,
as applicable, must be ready for full-operation
without material inconvenience or
discomfort), including, to the extent applicable to the Work, the following: all materials,
equipment, systems, controls, features, facilities, accessories and similar elements are
installed in the proper manner and in operating condition, inspected and approved;
surfaces have been painted; masonry and concrete cleaned with any sealer or other finish
applied; utilities and systems connected and functioning; site work complete; permanent
heating,
ventilation, air condition, vertical transportation and other systems properly
operating with proper controls; lighting and electrical systems installed, operable and
controlled; paving completed, signage installed, and other Work as applicable, has
been performed to a similar state of essential and satisfactory completion. A minor
amount of Work, as determined by and at the discretion of the Project Manager, such
as installation of minor accessories or items, a minor amount of painting, minor
replacement of defective work, minor adjustment of controls or sound
systems, or
completion or correction of minor exterior work that cannot be completed as a result of
weather conditions, will not delay determination of Substantial Completion. If prior
written approval is obtained from City for purposes of Substantial Completion, specified
areas of the entire Work or Project may be individually certified as Substantially
Complete. In no event will Substantial Completion be deemed to have occurred unless
and until: (i) a temporary certificate of occupancy has been issued by the appropriate
Governmental Authorities (as applicable) and (ii) all terms and Work required under this
Agreement have been fulfilled by Contractor and same will have also been approved and
accepted by City, subject only to the Punch List items.
6.3.3.2
If requested by City, Contractor must complete and turn-over to City the Project on a phased
basis. Each phase will have a separate inspection by the Project Manager, a Punch List
generated, and then an inspection by City with final approval and acceptance only after the
General Conditions
Revised: 7/20/22
GC-34 of 75
Project Manager’s Punch List.
6.4
PARTIAL UTILIZATION
6.4.1
City at City’s option may use and occupy any substantially completed parts of the Work
which has specifically been identified in the Agreement Documents, or which City, the
Design Professional and Contractor agree constitutes a separately functioning and usable
part of the Work that can be used by City for its intended purpose, without significant
interference with Contractor’s performance of the remainder of the Work, provided,
however, if the portion of the Work to be used or occupied has not been found to be
substantially complete, City must do so in accordance with Section 6.3 prior to such
occupancy.
6.4.2
In lieu of the issuance of a Certificate of Substantial Completion as to part of the Work, City
may take over operation of a facility constituting part of the Work whether or not it is
substantially complete if such facility is functionally and separately usable; provided that
prior to any such takeover, City and Contractor agree in writing as to the division of
responsibilities between City and Contractor for security, operation, safety, maintenance,
correction period, heat, utilities and insurance with respect to such facility.
6.4.3
Substantial Completion of or City's beneficial occupancy of a part of the Project will not alter
the fact that the one-year warranty for the whole Project starts at the date of Final
Completion of the whole Project.
6.5
FINAL ACCEPTANCE
6.5.1
Unless otherwise expressly agreed to in writing by City, Final Acceptance must be obtained
by no later than 30 Days (60 Days for federally funded agreements) after the date of Substantial
Completion. Failure to timely obtain Final Acceptance will be a material breach of the
Agreement.
6.5.2
Upon receipt of written notice that the Work is ready for final inspection and acceptance, City
and Contractor will jointly inspect to verify that the remaining items of Work have been
completed. There will be no partial acceptance. Final Acceptance will not occur until all
items of Work, including Punch List Items, have been completed to City’s satisfaction as
reflected in the written Final Acceptance.
6.5.3
Final Payment will not be due, owing, or paid by City until Final Acceptance is issued.
6.5.4
Landscape Establishment Period. Unless otherwise expressly agreed to in writing by City, the
Landscape Establishment Period will begin on the date of Final Acceptance of the Project and
will run 90 Calendar Days thereafter. Landscape Establishment Period requirements are
detailed in General Conditions Appendices, attached herein.
6.6
CONTINUATION OF WORK
6.6.1
Permitting Contractor to continue and finish the Work or any part of it after the time fixed
for its completion (whether milestone, phase, Substantial Completion or Final Acceptance)
or after the date to which the time fixed for any completion may have been extended, does
not operate as a waiver by City of any rights under the Agreement Documents, law or equity.
6.6.2
Furthermore, the timely completion of the Work being of the utmost importance under
this Agreement, notwithstanding the existence of one or more disputes between the parties
General Conditions
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GC-35 of 75
concerning the scope of the Work, the Project Schedule, Agreement Time, payments or any
other matter, and further notwithstanding a party’s invocation of the Dispute Resolution
provisions specified in Appendix 6 of these General Conditions, unless City suspends
the Agreement or Contractor’s performance pursuant to Section 10 of these General
Conditions, Contractor will continue to prosecute the Work, including any Change Order
work or Extra Work Orders, in a diligent and timely manner and not stop, slow down or
impede by action or inaction the progress of the Work, including commencing performance
of and thereafter completing any additional work called out in any Change Order or Extra
Work Order issued by Project Manager with the approval of City, so long as City makes
payment to Contractor in accordance with Section 8 of these General Conditions.
SECTION 7 - AGREEMENT PRICE
7.1
UNIT PRICE AGREEMENTS
7.1.1
The Agreement Price for all Unit Price Agreements will be the amount set forth in the
Agreement or Change Order multiplied by the verified quantity provided.
7.1.2
Measurements of quantities to determine the total Agreement Price must be in accordance
with MAG Specification §§ 109.1 and 109.2.
7.1.3
The Unit Price may only be changed as set forth in Section 9 below.
7.2
CHANGE ORDERS
7.2.1
Unit Price Change Orders. The Change Order Price for all Unit Price Change Orders will be
the amount set forth in the Change Order multiplied by the verified quantity provided.
7.2.2
Measurements of quantities to determine the total Change Order Price must be in
accordance with MAG Specifications §§ 109.1 and 109.2.
7.2.3
The Unit Price may only be changed as set forth in Section 9 below.
7.2.4
MAG Specification § 109.4.1 is modified as follows: Before § 109.4.1, the following is added:
Any deduction or increase in the Agreement Price must be supported by a signed,
written Change Order fully executed by City, and supported by such backup as the Project
Manager may require.
7.3
SALES TAX
Contractor is required to pay all applicable sales tax in accordance with the law of the state of
Arizona and this cost must be included in all Agreement Prices. When equipment, materials
or supplies generally taxable to Contractor are eligible for a tax exemption due to the nature
of the Project, Contractor must assist City in applying for and obtaining such tax credits and
exemptions which will be paid or credited to City.
SECTION 8 - PAYMENT
8.1
PAYMENT FOR CONSTRUCTION SERVICES
8.1.1
Payment for the Work will be made in accordance with MAG Standard Specification § 109
as amended below.
8.1.2
Contractor must submit to City for review a completed Contractor Payment Request signed
General Conditions
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GC-36 of 75
by Contractor, covering the Work completed as of the date of the Request and accompanied
by such supporting documentation as is required by the Agreement Documents and also
as City may reasonably require. A Contractor Payment Request will not be considered
complete unless it is accompanied by an updated Project Schedule and a certification that
the on-site, red lined, as built Drawings are up to date. If payment is requested on the basis
of materials and equipment not incorporated in the Work but delivered and suitably,
securely stored at the Site or at another location (such as a bonded warehouse) agreed to
in writing, the Contractor Payment Request must also be accompanied by such data,
satisfactory to City, as will establish City's title to the material and equipment and protect
City's interest therein, including applicable insurance. Each subsequent Contractor Payment
Request must include an affidavit of Contractor stating that all previous progress payments
received on account of the Work have been applied to discharge in full all of Contractor's
obligations reflected in prior Contractor Payment Requests.
8.1.3
Except for Work performed under a JOC Agreement, the Contracting Agency will retain 10
percent of all estimates as a guarantee for complete performance of the Agreement in
accordance with Arizona Revised Statutes Section 34-221 or 34-607. The Contractor may
elect to deposit securities in lieu of retention in accordance with Arizona Revised Statutes
Section 34-221, Paragraph C.5. or 34-607, Paragraph B.5.
8.1.4
The payment process functions as follows: Prior to the payment cycle date, Contractor must
send a draft Contractor Payment Request to Project Manager. The Project Team will review
the Request and agree upon any necessary adjustments. Contractor must certify the final
Request by signing and returning to Project Manager.
8.1.5
When construction of the Project is fifty percent (50%) completed, Contractor may
request payment of one-half of the retention pursuant to A.R.S. § 34-609(B)(3), subject to all
of City’s rights to withhold or offset payments, and other rights of City, under the Agreement.
8.1.6
City reserves the right under A.R.S. § 34-609(B)(3) to reinstate the ten percent (10%) retention
if City determines that satisfactory progress is not being made.
8.1.7
Contractor’s Warranty of Title.
8.1.7.1
Contractor warrants and guarantees that title to all Work, materials and equipment covered
by any Contractor Payment Request, whether incorporated in the Project or not, will pass
to City at the time of payment, free and clear of all liens, claims, security interests, and
encumbrances, provided that this will not preclude the Contractor from installing metering
devices or other equipment of utility companies or municipalities, the title of which is
commonly retained by the utility company or municipality.
8.1.7.2
No materials, supplies, or equipment for the Work under this Agreement will be purchased
subject to any chattel mortgage or under a conditional sale contract or other agreement by
which an interest therein, or any part thereof, is retained by the seller or supplier.
8.1.7.3
Nothing contained in this Section will defeat or impair the right of such persons furnishing
materials or labor under any bond given by the Contractor for their protection, or any right
under any law permitting such persons to look to funds due the Contractor in the hands of
the City. The provisions of this Section must be inserted in all subcontracts and material
agreements, and notices of its provision must be given to all persons furnishing materials
for the Work when no formal agreement is entered into for such materials.
General Conditions
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GC-37 of 75
8.2
PAYMENT UPON SUBSTANTIAL COMPLETION
8.2.1
No payment will be made upon Substantial Completion, except for a regularly-scheduled
monthly progress payment, as allowed by Section 8.2.2.
8.2.2
No further payments will be made to Contractor until Final Acceptance.
8.3
FINAL PAYMENT
8.3.1
Subject to all of City’s rights to withhold or offset payment, and other rights under the
Agreement, Final Payment including remaining retainage will be paid only after:
a. Work has been fully completed (including completion of all incorrect or
incomplete work items) and the written Final Acceptance has been issued by
City;
b. Necessary operating manuals, any excess materials and supplies necessary
for matching materials and supplies incorporated into the Work,
acceptable sewer video results (if applicable), and complete “as-built”
Drawings (including the Building Information Model, if required by the
Agreement Documents) have been delivered to City, as specified in this
Section 8.3;
c. Full and unconditional lien waivers and releases by Contractor and any
person performing labor or supplying material, machinery, fixtures, or tools
for the Work have been delivered to Contractor;
d. All conditions and requirements imposed by City or any financing entity
for the corresponding disbursement have been met; and
e. Contractor delivers to City a Contractor Payment Request requesting Final
Payment.
8.3.2
Contractor must also submit a signed copy of Contractor’s Affidavit Regarding Settlement
of Claims, Appendix 3 to these General Conditions, and Certificate of Completion, Appendix 7
to these General Conditions, prior to Final Payment.
8.3.3
In addition, if required under the Project Specific Special Provisions, Contractor must
compile a complete equipment list and maintenance manual to be submitted to City
as a precondition to Final Payment. The list must include the following items for all
equipment supplied under the Plumbing, Electrical, Air Conditioning, Elevator, and other
Special Equipment Specifications:
a. Name, Model and Manufacturer.
b. Complete parts lists and Drawings.
c. Local source of supply for replacement parts along with suppliers’ telephone
numbers.
d. Local service organizations serving the equipment and their telephone
numbers.
e. All tags, inspection slips, instruction packages, etc., removed from
equipment must be properly identified as to pieces of equipment from
which they were taken.
General Conditions
Revised: 7/20/22
GC-38 of 75
8.3.4
Contractor must also deliver to City, prior to Final Payment, one (1) digital (in the format
specified by City), and if requested by City, one (1) hard copy, of any applicable
Maintenance manuals. Each manual must include all manufacturer’s operation and
maintenance instructions and “as-built” Drawings with the list herein specified. It must also
include all other diagrams and instructions necessary to properly operate and maintain the
equipment, the name, address and telephone number of Contractor and all Subcontractors
involved.
8.4
CIT Y ’S RIGHT TO WITHHOLD PAYMENT
City may withhold payment to such extent as may be necessary in City’s opinion to protect
City from loss for which Contractor is responsible, including, without limitation, if any of
the following conditions exist:
a. Defective Work not remedied;
b. Third party claims filed or reasonable evidence indicating probable filing of
such claims unless security acceptable to City is provided by Contractor;
c. Failure of Contractor to make payments properly to Subcontractors or for
labor, materials or equipment;
d. Reasonable evidence that the Work cannot be completed for the unpaid
balance of the Agreement Price;
e. Damage to City or another Contractor;
f.
Reasonable evidence that the Work will not be completed within the
Agreement Time, and that the unpaid balance would not be adequate to
cover actual or liquidated damages for the anticipated delay;
g. Failure to carry out the Work in accordance with the Agreement Documents;
or
h. Contractor is in default of any of its other obligations under the Agreement
Documents.
8.5
JOINT/DIRECT CHECKS
To promote the timely completion and progress of the Work or when appropriate and
necessary, payments to Contractor may be made jointly to Contractor and its employees,
agents, Subcontractors and suppliers, or any of them. For federally funded agreements,
see federal provisions for additional requirements for the joint check process.
8.6
PAYMENT NOT A WAIVER
No payment (nor use or occupancy of the Project by City) will be deemed acceptance or
approval of the Work or as a waiver of any claims, rights, or remedies of City.
8.7
LIENS AND BOND CLAIMS
Contractor must make all payments, in the time required, of all labor and materials
furnished to Contractor in the course of the Work and must promptly furnish evidence of
such payments as City may require. Contractor must pay when due all claims arising out of
performance of the Work covered by this Agreement for which a lien may be filed either
against the real estate or leasehold interest of City, or against payments due from City to
Contractor, or for which a claim may be made against any payment or performance bond
or both. To the fullest extent permitted by law, Contractor agrees that no liens or other
claims in the nature of a lien against the real estate, leasehold, or other interest of City,
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against payment due from City to Contractor, or against any payment or performance
bond, must be filed or made in connection with the Work by any party who has supplied
professional services, labor, materials, machinery, fixtures, tools, or equipment used in or
in connection with the performance of this Agreement, and Contractor agrees to remove or
to cause to be removed any such liens or claims in the nature of a lien or bond claim within
10 Days upon receiving notice or obtaining actual knowledge of the existence of such liens
or claim. In addition, Contractor agrees to defend, indemnify, and hold harmless City
from and against any and all such liens and claims. This paragraph does not apply to claims
and liens of Contractor due to non-payment for work performed.
8.8
FIN AN CI AL R ECORDKE EPI NG AND C IT Y ’S AUD I T RIGHT
8.8.1
Records for all Agreements between City and Contractor must, upon reasonable notice, be
open to inspection and subject to audit, scanning, and reproduction during normal
business working hours. Such audits may be performed by any City’s representative or any
outside representative engaged by City for the purpose of examining such records. City or
its designee may conduct such audits or inspections throughout the term of this Agreement
and for a period of five years after Final Payment or longer if required by law. City’s
representatives may (without limitation) conduct verifications such as counting employees
at the Site, witnessing the distribution of payroll, verifying information and amounts through
interviews and written confirmations with Contractor employees, field and agency labor,
Subcontractors, and vendors.
8.8.2
Contractor’s “records” must include any and all information, materials and data of every kind
and
character, including without limitation, records, books, papers, documents,
subscriptions, recordings, agreements, purchase orders, leases, contracts, commitments,
arrangements, notes daily diaries, superintendent reports, drawings, receipts, vouchers and
memoranda, and any and all other agreements, sources of information and matters that
may in City’s judgment have any bearing on or pertain to any matters, rights, duties or
obligations under or covered by any Agreement Document. Such records must include (hard
copy, as well as computer readable data if it can be made available), written policies and
procedures; time sheets; payroll registers; payroll records; cancelled payroll checks;
subcontract files (including proposals of successful and unsuccessful bidders, bid recaps,
negotiation notes, etc.); original bid estimates; estimating work sheets; correspondence;
Change Order files (including documentation covering negotiated settlements); back-
charge logs and supporting documentation; invoices and related payment documentation;
general ledger, information detailing cash and trade discounts earned, insurance rebates
and dividends; and any other Contractor records which may have a bearing on matters of
interest to City or the Project in connection with Contractor’s dealings with City or the
Project (all foregoing
hereinafter referred to as “records”) to the extent necessary to
adequately permit evaluation and verification of any or all of the following:
a. Compliance with Agreement requirements for deliverables;
b. Compliance with approved Plans and Specifications;
c. Compliance with § 14.9 below;
d. Compliance with Agreement provisions regarding the pricing of Change
Orders;
e. Accuracy of Contractor representations regarding the pricing of invoices; or
f.
Accuracy of Contractor representations related to claims submitted by
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Contractor or any of their employees.
8.8.3
Contractor must require all payees (examples of payees include Subcontractors, Suppliers,
Insurance Carriers, etc.) to comply with the provisions of this Section by including the
requirements hereof in a written agreement between Contractor and payee. Contractor will
ensure that all payees (including those entering into lump sum agreements) have the same
right to audit provisions contained in this Agreement included in their agreements with
Contractor.
8.8.4
City’s authorized representative(s) (including, without limitation, Project Manager) must have
reasonable access to Contractor’s facilities, must be allowed to interview all current or former
employees to discuss matters pertinent to the performance of this Agreement and must be
provided adequate and appropriate work space, in order to conduct audits in compliance
with this Section.
8.8.5
If an audit inspection or examination in accordance with this Section, discloses overpricing
or overcharges to City (of any nature) by Contractor or Contractor’s Subcontractors in excess
of $100,000 in addition to making adjustments for the overcharges, the reasonable actual
cost of City’s audit must be reimbursed to City by Contractor. Any adjustments or payments
which must be made as a result of any such audit or inspection of Contractor’s invoices or
records must be made within a reasonable amount of time (not to exceed 90 Days) from
presentation of City’s findings to Contractor.
8.8.6
In addition to the normal paperwork documentation Contractor typically furnishes to City,
Contractor agrees to furnish, upon written request from City, any of the documentation
necessary for City to exercise its audit rights under this Section 8.8 in computer readable file
formats (Word, Excel, or .pdf), as City may designate.
8.8.7
City, its authorized representative, and the appropriate agency, reserve the right to
audit Contractor’s records in compliance with local, state or federal policies, statutes
or at City’s discretion, within three (3) years of Final Acceptance of the Work.
SECTION 9 - CHANGES TO THE AGREEMENT
9.1
FIELD ORDERS
City may authorize minor changes in the Work not involving an adjustment in the
Agreement Price or the Agreement Times, which are consistent with the overall intent of
the Agreement Documents. These may be accomplished by a written Field Order on the
standard form approved and executed by City. Such Field Orders must be binding and
Contractor must perform the change promptly. If Contractor believes that a Field Order
justifies an increase in the Agreement Price or Agreement Time, Contractor may make a
claim therefor as provided in Section 7.2.
9.2
EXTRA WORK/CHANGES IN THE WORK
9.2.1
City reserves the right to make such changes in the Plans and Specifications for the Work,
as it may deem appropriate and any such change as set forth in a written Change Order
must be deemed a part of this Agreement as if originally incorporated herein.
9.2.2
In the event City and Contractor cannot agree on the terms of a Change Order, or
when circumstances otherwise require, the Project Manager has the authority to direct the
Contractor to perform extra work, if the work in question is an item not provided for in the
General Conditions
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GC-41 of 75
Agreement as awarded. The Project Manager will have the authority to determine, based
upon factual evidence presented by the Contractor, whether the work in question is an
item not provided for in the Agreement as awarded. If the Project Manager directs the
Contractor to perform extra work, the Project Manager’s instructions will include a price
that the Contractor cannot exceed in charging the City for the extra work. Upon receipt of
the Project Manager’s directions to perform extra work, the Contractor must promptly
proceed with the extra work and document the actual cost thereof. Contractor’s right to
payment for extra work will be determined under Subsection 9.2.4 below. The Contractor is
responsible to manage the extra work to ensure that the price limits set by the Project
Manager are not exceeded. Contractor must perform the extra work and submit
documentation for the actual cost of the extra work to the City. A Change Order will be
issued to cover this work.
9.2.3
Contractor will not be entitled to payment for extra work unless a written Change Order, in
form and content prescribed by City, has been executed by City. On all requests for Change
Orders, Contractor must specify the increased or decreased costs and whether it
believes any extensions of time will be necessary to complete its Work as modified by the
Change Order. If extra work is performed under Subsection 9.2.2 above, a corresponding
Change Order will be prepared, approved and processed by City before payment can be
made to Contractor.
9.2.4
In general, pricing for Change Orders will include the same mark-up percentages that were
in effect when the Agreement was awarded. The cost or credit to the City resulting from a
change in the Work is subject to Appendix 1 (Policy Statement for Calculating Delays and
Damages) and will be determined, based on the type of pricing for the Agreement involved,
as follows:
a. By mutual acceptance of a lump sum properly itemized in a form acceptable
to City;
b. By unit prices stated in the Agreement Documents;
c. When the City determines that a Unit Price Book Job Order associated with
a Job Order Agreement requires a Change Order, by using the same Total
Cost Data and CCI that are in effect when the Change Order is anticipated to
be issued; or
d. By actual cost and a percentage fee covering overhead and profit, as follows:
(i)
Contractor will perform the extra work and be compensated for actual
cost of labor, materials and equipment.
(ii)
Contractor will have the right to add the fee percentage applicable
to the Work under the Agreement, or if no such fee has been agreed
to by the parties, not more than five percent (5%) to the
Subcontractor’s prices for authorized extra work performed solely
by Subcontractors. Such percentage will include all of Contractor’s
charges for overhead, profit, administration and supervision.
(iii)
Contractor or Subcontractor will have the right to add the fee
percentage applicable to Work under the Agreement for self-
performed extra work, or if no such fee has been agreed to by the
parties, Contractor’s or Subcontractor’s maximum total allowable
additions for overhead, profit, administration and supervision will
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GC-42 of 75
not exceed ten percent (10%) of actual verifiable labor, materials
and equipment for such self- performed extra work.
9.2.5
Any agreement which modifies the terms of the Agreement (including Change Orders)
will be approved in writing by the Project Manager. Once properly executed by both
parties, these modifications to the Agreement will have the same effect as if they had been
included in the original Agreement.
9.3
ACCURACY OF CHANGE ORDER PRICING INFORMATION
9.3.1
Subject to Sections 9.3.2 through 9.3.4, signature by the contracting parties constitutes full
accord and satisfaction between City and Contractor for all costs, damages, and expenses
of whatever kind of nature, including delay, impact or acceleration damages, which may be
occasioned by a Change Order of other modification of the Agreement agreed to in writing.
9.3.2
Accurate Change Order Pricing Information: Contractor agrees that it is responsible for
submitting accurate cost and pricing data to City to support its Fixed Price, Unit Price, or
Cost Plus Change Order Proposals or other Agreement Price adjustments under the
Agreement. Contractor further agrees to submit Change Order proposals with cost and
pricing data which is accurate, complete, current, and in accordance with the terms of
the Agreement with respect to pricing of change orders. Contractor agrees that any “buy-
out savings” on Change Orders will accrue 100% to Owner. “Buy-out savings” are defined
as any savings negotiated by the Contractor with a Subcontractor or a Material Supplier
after receiving approval of a Change Order amount that was designated to be paid to a
specific Subcontractor or Supplier for the Approved Change Order work.
9.3.3
Right to Verify Change Order Pricing Information: Contractor agrees that City, through
its designated representative, will have the right to examine, copy, and scan the records
of the Contractor, Subcontractor or Sub-Subcontractor’s records (during the Agreement
period and up to three years after final payment is made on the Agreement) to verify
the accuracy and appropriateness of the pricing data used to price all Change Order
proposals or claims. Contractor agrees that if City determines the cost and pricing data
submitted (whether approved or not) was inaccurate, incomplete, not current, or not in
compliance with the terms of the Agreement regarding pricing of Change Orders, an
appropriate Agreement Price adjustment will be made. Such post-approval Contact Price
adjustments will apply to all levels of contractors and Subcontractors and to all types of
Change Order proposals, specifically including Fixed Price, Unit Price, and Cost Plus Change
Orders.
9.3.4
Requirements for Detailed Change Order Pricing Information: Contractor agrees to
provide a detailed breakdown of allowable labor and labor burden cost (i.e., base wage
rate of applicable classifications of workers, payroll taxes, and insurance and benefits
costs). This information will be used to evaluate the potential cost of labor and labor burden
related to Change Order work. It is intended that this information represent an accurate
estimate of the Contractor’s actual labor and labor burden cost components. Information
is not intended to establish fixed billing or Change Order pricing labor rates. However, at the
time Change Orders are priced, the submitted cost data for labor rates may be used to price
Change Order work. The accuracy of any such agreed upon labor rate cost components
used to price Change Orders will be subject to later audit. Approved Change Order
amounts may be adjusted later to correct the impact of inaccurate labor cost
components if the agreed upon labor cost components are determined to be inaccurate.
General Conditions
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GC-43 of 75
9.4
EMERGENCIES
In any emergency affecting the safety of persons or property, Contractor will act, at its
discretion, to prevent threatened damage, injury or loss. Any change in the Agreement Price
or Agreement Time resulting from emergency work will be determined as provided in this
Section.
9.5
DIFFERING SITE CONDITIONS
9.5.1
If Differing Site Conditions are encountered at the Project Site, then notice by the observing
party must be given to the other party promptly before conditions are disturbed (to the extent
practicable) and in no event later than 14 Days after first observance of the conditions.
City will promptly investigate such conditions and, if City determines that Differing Site
Conditions exist and they materially cause an increase in the cost of, or time required for,
performance of any part of the Work, Contractor will be entitled to equitable adjustment
in the Agreement Price or Construction Schedule (and other time requirements), or both.
If it is determined by City that the conditions at the Project Site are not Differing Site
Conditions and no change is justified, then City will so notify Contractor in writing, stating the
reasons. Claims in opposition to such determination must be made within 14 Days after
City has given notice of its decision. If City and Contractor cannot agree on an adjustment
in the Agreement Price or Construction Schedule (and other time requirements), the
adjustment may be submitted to dispute resolution as provided these General Conditions.
9.6
CHANGES IN LAWS, REGULATIONS, OR LEGAL REQUIREMENTS OR TAXES
In the event of a material change in applicable Laws, Regulations, or Legal Requirements, or
taxes subsequent to the date of the Agreement by the parties, Contractor may be entitled
to a Change Order, in City’s discretion, to the extent Contractor can document to the
satisfaction of City that such change significantly increases Contractor’s actual cost of
performance of the Work.
SECTION 10 -SUSPENSION AND TERMINATION
10.1
SUSPENSION
City may suspend the Agreement and Contractor’s performance in accordance with MAG
Specifications § 105.1 and 108.7.
10.2
TERMINATION BY THE CITY FOR CAUSE
10.2.1
MAG Specifications § 108.11 applies to the Agreement.
10.2.2
City may also terminate the Agreement if City determines, in its sole discretion that
Contractor has:
a. After prior written notice, refused or failed to supply enough properly skilled
workers or proper materials;
b. After prior written notice, failed to make payment to Subcontractors for
materials or labor in accordance with the respective agreements between
Contractor and the Subcontractors;
c.
After prior written notice, disregards laws, ordinances, or rules, regulations or
orders of a public authority having jurisdiction;
d. After prior written notice, repeatedly failed to comply with written directives
from City;
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GC-44 of 75
e. Is adjudged as bankrupt or insolvent;
f.
Made a general assignment for the benefit of creditors;
g. Appointed a trustee or receiver for itself or any of its property;
h. Filed a petition to take advantage of any debtor's act, or to reorganize under
the bankruptcy or similar laws; or
i.
Otherwise breached a provision of the Agreement Documents or any other
Agreement between City and Contractor.
10.2.3
When any of the above reasons exist, City may terminate the Agreement, without prejudice
to any other rights or remedies of City, after giving Contractor and Contractors’ surety, if
any, 7 Days written notice of City’s intent to terminate the Agreement and Contractor’s
failure to cure any such reasons. Upon such termination, City may: (1) take possession of
the Site and of all materials thereon owned by Contractor; or (2) finish the Work by whatever
reasonable method City may deem expedient. When City terminates the Agreement for one
of the reasons state above, Contractor will not be entitled to receive further payment until
the Work is finished. If the unpaid balance of the Agreement Price existing at the time of
such termination exceeds the costs and expenses of finishing the Work and any other
damages incurred by City, such excess will be paid to Contractor. If such costs, expenses
and damages exceed such unpaid balance, Contractor must pay the difference to City. This
obligation for payment will survive termination of the Agreement.
10.3
TERMINATION BY CITY FOR CONVENIENCE
City may also terminate the Agreement at any time for its convenience upon 7 Days written
notice to Contractor specifying the termination date. In the event of termination which is
not the fault, in whole or in part, of Contractor, City will pay to Contractor only such
compensation, including reimbursable expenses, due for Work properly performed on
the Project prior to the termination date. Upon any termination of the Agreement, no
further payments will be due from City to Contractor.
10.4
A.R.S. § 38-511
The Agreement is subject to, and may be terminated by City in accordance with, the
provisions of A.R.S. § 38-511.
SECTION 11 -INSURANCE AND BONDS
11.1
INSURANCE REQUIREMENTS
11.1.1
After Agreement award, the Contractor must furnish the City a certificate of insurance on a
standard insurance industry ACORD form. The ACORD form must be issued by an insurance
company authorized to transact business in the State of Arizona possessing a current A.M.
Best, Inc. rating of A-7, or better and legally authorized to do business in the State of Arizona
with policies and forms satisfactory to City. Provided, however, the A.M. Best rating
requirement may not be deemed to apply to required Worker’s Compensation coverage.
11.1.2
The Contractor and any of its Subcontractors must procure and maintain, until all of their
obligations have been discharged, including any warranty periods under this Agreement are
satisfied, the insurances set forth below.
11.1.3
The insurance requirements set forth below are minimum requirements for this Agreement
and in no way limit the indemnity covenants contained in this Agreement.
General Conditions
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GC-45 of 75
11.1.4
The City in no way warrants that the minimum insurance limits contained in this Agreement
are sufficient to protect Contractor from liabilities that might arise out of the performance
of the Agreement services under this Agreement by Contractor, its agents, representatives,
employees, or Subcontractors and the Contractor is free to purchase any additional
insurance as may be determined necessary.
11.1.5
Failure to demand evidence of full compliance with the insurance requirements in this
Agreement or failure to identify any insurance deficiency will not relieve the Contractor
from, nor will it be considered a waiver of its obligation to maintain the required insurance
at all times during the performance of this Agreement.
11.1.6
Use of Subcontractors: If any Work is subcontracted in any way, the Contractor must
execute a written agreement with Subcontractor containing the same Indemnification
Clause and Insurance Requirements as the City requires of the Contractor in this
Agreement. The Contractor is responsible for executing the Agreement with the
Subcontractor and obtaining Certificates of Insurance and verifying the insurance
requirements.
11.2
MINIMUM SCOPE AND LIMITS OF INSURANCE
11.2.1
The Contractor must provide coverage with limits of liability not less than those stated
below.
11.2.1.1
Commercial General Liability-Occurrence Form. Contractor must maintain “occurrence”
form Commercial General Liability insurance with a limit of not less than $2,000,000 for each
occurrence, $4,000,000 aggregate. Said insurance must also include coverage for products
and completed operations, independent contractors, personal injury and advertising injury.
If any Excess insurance is utilized to fulfill the requirements of this paragraph, the Excess
insurance must be “follow form” equal or broader in coverage scope than underlying
insurance.
11.2.1.2
Automobile Liability-Any Automobile or Owned, Hired and Non-Owned Vehicles. Contractor
must maintain Business/Automobile Liability insurance with a limit of $1,000,000 each
accident on Contractor owned, hired, and non-owned vehicles assigned to or used in the
performance under this Agreement. If any Excess or Umbrella insurance is utilized to fulfill
the requirements of this paragraph, the Excess or Umbrella insurance must be “follow
form” equal or broader in coverage scope than underlying insurance.
11.2.1.3
Workers Compensation and Employers Liability Insurance. Contractor must maintain
Workers Compensation insurance to cover obligations imposed by federal and state
statutes having jurisdiction of Contractor employees engaged in the performance of Work
under this Agreement and must also maintain Employers’ Liability insurance of not less than
$1,000,000 for each accident and $1,000,000 disease for each employee.
11.2.1.4
Builders’ Risk/Installation Floater Insurance. The Contractor bears all responsibility for loss
to all equipment or Work under construction. Unless waived in writing by the City the
Contractor will purchase and maintain in force Builders’ Risk/Installation Floater insurance
on the entire Work until completed and accepted by the City. This insurance will be Special
Causes of Loss policy form, (minimally including perils of fire, flood, lightning, explosion,
windstorm and hail, smoke, aircraft and vehicles, riot and civil commotion, theft, vandalism,
malicious mischief, and collapse), completed value, replacement cost policy form equal to
the Agreement Price and all subsequent modifications. The Contractor’s Builders’
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GC-46 of 75
Risk/Installation Floater insurance must be primary and not contributory.
a. Builders’ Risk/Installation Floater insurance must cover the entire Work
including reasonable compensation for architects and engineers’ services
and expenses and other “soft costs” made necessary by an insured loss.
Builders’ Risk/Installation Floater insurance must provide coverage from the
time any covered property comes under the Contractor’s control and or
responsibility, and continue without interruption during course of
construction, renovation and or installation, including any time during which
any Project property or equipment is in transit, off Site, or while on Site for
future use or installation. Insured property must include, but not be limited
to, scaffolding, false work, and temporary buildings at the Site. This
insurance must also cover the cost of removing debris, including demolition
as may be legally required by operation of any law, ordinance, regulation or
code.
b. The Contractor must also purchase and maintain Boiler and Machinery
insurance with the same requirements as Builders’ Risk/Installation Floater
insurance cited above if the Work to be performed involves any exposures
or insurable property normally covered under a Boiler and Machinery
insurance policy or made necessary as required by law or testing
requirements in the performance of this Agreement. The Contractor will be
responsible for any and all deductibles under these policies and the
Contractor waives all rights of recovery and subrogation against the City
under the Contractor- Builders’ Risk/Installation Floater insurance described
herein.
c. Builders’ Risk/Installation Floater Insurance must be maintained until
whichever of the following first occurs: (i) final payment has been made; or,
(ii) until no person or entity, other than the City, has an insurable interest in
the property required to be covered.
d. The Builders’ Risk/Installation Floater insurance must be endorsed so that
the insurance will not be canceled or lapse because of any partial use or
occupancy by the City.
e. The Builders Risk/Installation Floater insurance must include as named
insureds, the City, the Contractor, and all tiers of Subcontractors and others
with an insurable interest in the Work who will be named as additional
insureds unless they are able to provide the same level of coverage with the
City and Contractor named as additional insureds. Certificates must contain
a provision that the insurance will not be canceled or materially altered
without at least 30 Days advance notice to the City. The City must also be
named as a Loss Payee under the Builders’ Risk/Installation Floater coverage.
f.
The Builders Risk/Installation Floater insurance must be written using the
Special Causes of Loss policy form, replacement cost basis.
g. All rights of subrogation under the Builders Risk/Installation Floater
insurance are, by this Agreement, waived against the City, its officers,
officials, agents and employees.
h. The Contractor is responsible for payment of all deductibles under the
Builders’ Risk/Installation Floater insurance policy.
General Conditions
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GC-47 of 75
11.2.1.5
Pollution Liability Insurance (Including Errors and Omissions). For Job Orders, Pollution
Liability Insurance is only required if applicable and determined on a project specific basis.
Contractor must maintain Pollution Liability Insurance with a limit of not less than
$5,000,000 per loss, $5,000,000 aggregate for losses caused by pollution conditions
including coverage for bodily injury, property damage, defense costs, clean-up costs, and
completed operations that arise from the operations of Contractor as described in this
Agreement.
a. The policy must provide for complete professional service coverage,
including coverage for pollution liability that is a result of a breach of
professional duties.
b. The policy must provide for protection again claims for third-party bodily
injury, property damage, or environmental damage caused for pollution
conditions resulting from general contracting activities for which Contractor
is legally liable.
c. The policy must provide for cleanup costs when mandated by governmental
entities, when required by law, or as a result of third-party claims.
d. Completed Operations Coverage must be kept in place for up to the statute
of repose.
e. The policy must be endorsed to include the following additional insured
language: “City, its elected officials, trustees, employees, agents, and
volunteers must be named as additional insureds with respect to liability
arising out of the activities performed by, or on behalf of Contractor”.
f.
If Work under this Agreement requires the transportation of any hazardous
material or regulated substances, Contractor must carry Auto Liability with a
CA 9948 endorsement or equivalent.
g. If Work under this Agreement requires the disposal of any hazardous
materials from the job site, Contractor must obtain a certificate of insurance
for Pollution Legal Liability from the disposal site operator with a limit of not
less than $5,000,000 per loss, $5,000,000 aggregate.
11.3
ADDITIONAL POLICY PROVISIONS REQUIRED
11.3.1
Self-Insured Retentions or Deductibles. Any self-insured retentions and deductibles must
be declared and approved by the City. If not approved, the City may require that the insurer
reduce or eliminate any deductible or self-insured retentions with respect to the City, its
officers, officials, agents, employees, and volunteers.
11.3.2
The Contractor’s insurance must contain broad form contractual liability coverage.
11.3.3
The Contractor's insurance coverage must be primary insurance with respect to the City, its
officers, officials, agents, and employees. Any insurance or self-insurance maintained by
the City, its officers, officials, agents, and employees will be in excess of the coverage
provided by the Contractor and must not contribute to it.
11.3.4
The Contractor's insurance must apply separately to each insured against whom claim is
made or suit is brought, except with respect to the limits of the insurer's liability.
11.3.5
Coverage provided by the Contractor must not be limited to the liability assumed under the
General Conditions
Revised: 7/20/22
GC-48 of 75
indemnification provisions of this Agreement.
11.3.6
The policies must contain a severability of interest clause and waiver of subrogation against
the City, its officers, officials, agents, and employees, for losses arising from Work
performed by the Contractor for the City.
11.3.7
The Contractor, its successors and or assigns, are required to maintain Commercial General
Liability insurance as specified in this Agreement for a minimum period of 3 years following
completion and acceptance of the Work. The Contractor must submit a Certificate of
Insurance evidencing Commercial General Liability insurance during this 3 year period
containing all the Agreement insurance requirements, including naming the required
Additional Insureds set forth herein.
11.3.8
If a Certificate of Insurance is submitted as verification of coverage, the City will reasonably
rely upon the Certificate of Insurance as evidence of coverage but this acceptance and
reliance will not waive or alter in any way the insurance requirements or obligations of this
Agreement.
11.3.9
Insurance Cancellation During Agreement Term.
11.3.9.1
If any of the required policies expire during the life of this Agreement, the Contractor must
forward renewal or replacement Certificates to the City within 10 Days after the renewal
date containing all the required insurance provisions.
11.3.9.2
Each insurance policy required by the insurance provisions of this Agreement must provide
the required coverage and must not be suspended, voided or canceled except after 30 Days
prior written notice has been given to the City, except when cancellation is for non-payment
of premium, then 10 Days prior notice may be given. Such notice must be sent directly to
Chandler Law-Risk Management Department, Post Office Box 4008, Mailstop 628, Chandler,
Arizona 85225. If any insurance company refuses to provide the require notice, the
Contractor or its insurance broker must notify the City of any cancellation, suspension, non-
renewal of any insurance within 7 Days of receipt of insurers’ notification to that effect.
11.3.10
City as Additional Insured. The above-referenced policies are to contain, or be endorsed to
contain, the following provisions:
11.3.10.1
The Commercial General Liability and Automobile Liability policies are to contain, or be
endorsed to contain, the following provisions: The City, its officers, officials, agents, and
employees are additional insureds with respect to liability arising out of activities performed
by, or on behalf of, the Contractor including the City's general supervision of the Contractor;
Products and Completed Operations of the Contractor; and automobiles owned, leased,
hired, or borrowed by the Contractor.
11.3.10.2
The City, its officers, officials, agents, and employees must be additional insureds to the full
limits of liability purchased by the Contractor even if those limits of liability are in excess of
those required by this Agreement.
11.4
BONDS AND OTHER PERFORMANCE SECURITY
11.4.1
After Agreement award, Contractor must provide a Performance Bond and a Payment
Bond, each in an amount equal to the full amount of the Agreement Price.
11.4.2
Each such bond must be executed by a surety company or companies holding a Certificate
General Conditions
Revised: 7/20/22
GC-49 of 75
of Authority to transact surety business in the State of Arizona, issued by the Director of the
Arizona Department of Insurance and must be named in the current list of "Companies
Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable
Reinsuring Companies" as published in Circular 570 (amended) by the Audit Staff Bureau of
Accounts, U.S. Treasury Department. A copy of the Certificate of Authority must accompany
the bonds. The Certificate must have been issued or updated within two (2) years prior to
the execution of this Agreement. The bonds must be written or countersigned by an
authorized representative of the surety who is either a resident of the state of Arizona or
whose principal office is maintained in this state, as by law required.
11.4.3
The bonds must be made payable and be acceptable to City. The bond forms for the
performance and payment bonds must be in the forms required under A.R.S. § 34-221, et.
Seq., as in Appendices 4 and 5 of these General Conditions.
11.4.4
Upon the request of any person or entity appearing to be a potential beneficiary of bonds
covering payment of obligations arising under the Agreement Documents, Contractor must
promptly furnish a copy of the bonds or must permit a copy to be made.
11.4.5
All bonds submitted for this Project must be provided by a company which has been rated AM
Best rating of A- or better for the prior four quarters by the latest edition of the ‘Results
Best’s Key Rating Guide (Property/Casualty)” published by the A.M. Best Company.
11.4.6
Personal or individual bonds are not acceptable.
11.4.7
If the surety on any Bond furnished by Contractor is declared a bankrupt or becomes
insolvent, or Contractor’s right to do business is terminated in any state where any part of
the Project is located, or it ceases to meet the requirements of this Section 11.4, Contractor
must within 5 Days thereafter substitute another Bond and surety, both of which must be
acceptable to City.
SECTION 12 - INDEMNIFICATION
12.1
To the extent permitted by law, the Contractor and its owners, officers, directors, agents,
employees, and subconsultants (collectively "lndemnitor") must indemnify, save, and hold
harmless the City and its officers, officials, agents, and employees (collectively "lndemnitee")
from any and all claims, actions, liabilities, damages, losses, or expenses (including court
costs, attorneys' fees, and costs of claim processing, investigation, and litigation) (collectively
"Claims") caused or alleged to be caused, in whole or in part, by the negligent, reckless,
wrongful, or willful acts, errors, or omissions of Indemnitor in connection with this
Agreement. This indemnity includes any Claim or amount arising out of or recovered under
workers' compensation laws or on account of Indemnitor's failure to conform to any federal,
state, or local law, statute, ordinance, rule, regulation, or court decree. Indemnitor must
indemnify lndemnitee from and against any and all Claims, except those arising solely from
lndemnitee's own negligent, reckless, wrongful, or willful acts, errors, or omissions.
Indemnitor is responsible for primary loss investigation, defense, and judgment costs where
this indemnification applies. In consideration of the award of this Agreement, Indemnitor
agrees to waive all rights of subrogation against lndemnitee for losses arising from or
related to this Agreement. Indemnitor's obligations under this provision survive the
termination or expiration of this Agreement.
SECTION 13 -DISPUTE RESOLUTION
General Conditions
Revised: 7/20/22
GC-50 of 75
13.1
All disputes arising out of or relating to the Agreement, the Work or the Project, other than
termination under Section 10, will be resolved pursuant to the Dispute Resolution
process set forth in Appendix 6 of these General Conditions, and not pursuant to MAG
Specifications § 110.
13.2
Contractor agrees that during any dispute between the parties, Contractor will continue to
perform its obligations under the Agreement until such dispute is resolved.
13.3
Notwithstanding any other provision in this Agreement, City has the right to immediately file
in court and pursue an action for a temporary restraining order and injunctive relief against
Contractor if City determines that such action is necessary to protect its interests under the
Agreement, to obtain specific performance of any provision of the Agreement, to advance
the completion of the Project, or to protect health, welfare and safety.
SECTION 14 - MISCELLANEOUS PROVISIONS
14.1
AGREEMENT DOCUMENTS
14.1.1
The Agreement Documents are intended to permit the parties to complete the Work
and all obligations required by the Agreement Documents within the Agreement Times for
the Agreement Price. The Agreement Documents are intended to be complementary and
interpreted in harmony so as to avoid conflict, with words and phrases interpreted in a
manner consistent with construction and design industry standards.
14.1.2
It is the intent of the Agreement Documents to describe a functionally complete Project (or
part thereof) to be constructed in accordance with the Agreement Documents. Any labor,
documentation, services, materials, or equipment that may reasonably be inferred from the
Agreement Documents or from prevailing custom or trade usage as being required to
produce the intended result must be provided by Contractor whether or not specifically
called for at no additional cost to City.
14.1.3
The Agreement Documents establish the rights and obligations of the parties and include
the Agreement, Addenda (which pertain to the Agreement Documents), Contractor's Bid or
Proposal (including documentation accompanying the Bid and any post-Bid documentation
submitted prior to Agreement award) when attached as an exhibit to the Agreement, the
accepted Project Schedule, the Notice to Proceed, the Performance Bond, the Payment
Bond, Project Design, Engineering and Specifications, these General Conditions, the Project
Specific Special Provisions, Technical Specifications, Agreement Drawings, as the same may
be more specifically identified in the Agreement, Change Orders, Work Change Directives,
Field Orders and the written interpretations and clarifications of the Design Professional or
City representative and Modifications issued after execution of the Agreement. Approved
Shop Drawings and the reports and drawings of subsurface and physical conditions are not
Agreement Documents.
14.1.4
In the event of any inconsistency, conflict, or ambiguity between or among the Agreement
Documents, the Agreement Documents will take precedence as follows from highest to
lowest: Change Orders, Addenda, Agreement, Project Specific Special Provisions, General
Conditions, Technical Specifications, Drawings/Plans, Chandler Amendments to MAG
Standard Specifications and Chandler Standard Details, and MAG Uniform Standard
Specifications and Details for Public Works Construction. If applicable to this Agreement,
Federal Provisions prevail.
General Conditions
Revised: 7/20/22
GC-51 of 75
14.1.5
On the Drawings, given dimensions will take precedence over scaled measurements and
large scale drawings over small-scale drawings.
14.1.6
Clarifications and interpretations of the Agreement Documents will be issued by the Design
Professional through the City.
14.1.7
The headings used in this Agreement or any other Agreement Documents, are for ease of
reference only and must not in any way be construed to limit or alter the meaning of any
provision.
14.1.8
The Agreement Documents form the entire agreement between City and Contractor.
No oral representations or other agreements have been made by the parties except as
specifically stated in the Agreement Documents.
14.1.9
The Agreement Documents may not be changed, altered, or amended in any way except in
writing signed by a duly authorized representative of each party in the form of a Change
Order.
14.1.10
Re-Use of Documents. Neither Contractor nor any Subcontractor, manufacturer, fabricator,
supplier or distributor will have or acquire any title to or ownership rights in any of the
Drawings, Specifications or other documents (or copies of any thereof) prepared by or
bearing the seal of the Design Professional; and they must not re-use any of them on
extensions of the Project or any other project without written consent of City and the Design
Professional and specific written verification or adaptation by the Design Professional.
14.2
REFERENCE STANDARDS
14.2.1
Reference to standards, specifications, manuals, or codes of any technical society,
organization, or association, or to Laws or Regulations, whether such reference be specific
or by implication, will mean the standard, specification, manual, code, or Laws or
Regulations in effect at the time of opening of Bids (or on the Effective Date of the
Agreement if there were no Bids), except as may be otherwise specifically stated in the
Agreement Documents.
14.2.2
The provisions of any such standard, specification, manual or code, or any instruction of a
Supplier will not change the duties or responsibilities of City, Contractor, Design
Professional or Project Manager, or any of their Subcontractors, consultants, agents, or
employees from those set forth in the Agreement Documents, nor will any such provision
or instruction assign to City, Contractor, Design Professional, or any of their agents, or
employees any duty or authority to supervise or direct the performance of the Work or any
duty or authority to undertake responsibility inconsistent with the provisions of the
Agreement Documents.
14.3
COMPLIANCE WITH ARIZONA LAW AND FEDERAL LAW
14.3.1
Compliance with A.R.S. § 41-4401. Pursuant to the provisions of A.R.S. § 41-4401, the
Contractor hereby warrants to the City that the Contractor and each of its subcontractors
(“Subcontractors”) must comply with all Federal Immigration laws and regulations that
relate to the immigration status of their employees and the requirement to use E-Verify set
forth in A.R.S. §23-214(A).
14.3.2
A breach of the Contractor Immigration Warranty constitutes a material breach of this
Agreement and subject to penalties up to and including termination of this Agreement.
General Conditions
Revised: 7/20/22
GC-52 of 75
14.3.3
The City retains the legal right to inspect the papers of any Contractor or Subcontractor
employee who works on this Agreement to ensure that the Contractor or Subcontractor is
complying with the Contractor Immigration Warranty. The Contractor agrees to assist the
City in the conduct of any such inspections.
14.3.4
The City may, at its sole discretion, conduct random verifications of the employment records
of the Contractor and any Subcontractors to ensure compliance with Contractors
Immigration Warranty. The Contractor agrees to assist the City in performing any such
random verifications.
14.3.5
The provisions of this Article must be included in any agreement the Contractor enters into
with any and all of its subcontractors who provide services under this Agreement or any
subcontract. “Services” are defined as furnishing labor, time or effort in the State of Arizona
by a contractor or subcontractor. Services include construction or maintenance of any
structure, building or transportation facility or improvement to real property.
14.4
HAZARDOUS ENVIRONMENTAL CONDITIONS
14.4.1
Contractor will not be responsible for any Hazardous Environmental Condition uncovered
or revealed at the Site which was not shown or indicated in Drawings or Specifications or
identified in the Agreement Document to be within the scope of the Work. Contractor will
be responsible for a Hazardous Environmental Condition created with any materials
brought to the Site by Contractor, Subcontractors, Suppliers, or anyone else for whom
Contractor is responsible.
14.4.2
If Contractor encounters a Hazardous Environmental Condition or if Contractor or anyone
for whom Contractor is responsible creates a Hazardous Environmental Condition.
Contractor must immediately:
a. Secure or otherwise isolate such condition;
b. Stop all Work in connection with such condition and in any area affected
thereby; and
c. Notify City and promptly thereafter confirm such notice in writing.
14.4.3
City will promptly retain a qualified expert to evaluate such condition or take corrective
action, if any.
14.4.4
Contractor will be responsible for any and all civil or criminal penalties, fines, damages, or
other charges imposed by any regulatory agency or court for sewage discharges that are in
violation of applicable statutes and laws and that are a result, direct or indirect, of work
performed under this Agreement. Contractor will also be responsible for reimbursement
to City for administration, reporting, and tracking expenses required as a result of any spill
event. In the event the regulatory agency or court imposes a probationary period,
Contractor must post bond for the probationary period to ensure that all such costs are
reimbursed to City. This responsibility will apply whether penalties are imposed directly on
Contractor or any of its Subcontractors, or the City of Chandler. Contractor must defend
and indemnify City against such penalties. Regulatory agencies may include, but are not
limited to, the Arizona Department of Environmental Quality (ADEQ) and the United States
Environmental Protection Agency (USEPA).
14.5
COOPERATION AND FURTHER DOCUMENTATION
General Conditions
Revised: 7/20/22
GC-53 of 75
Contractor agrees to provide City such other duly executed documents as may be
reasonably requested by City to implement the intent of the Agreement Documents.
14.6
ASSIGNMENT
Neither Contractor nor City will, without the written consent of the other assign, transfer or
sublet any portion of this Agreement or part of the Work or the obligations required by
the Agreement Documents, any such assignment will be void, will transfer no rights to the
purported assignee, and would be a material breach of the Agreement.
14.7
SUCCESSORS
Contractor and City intend that the provisions of the Agreement Documents are binding
upon the parties, their employees, agents, heirs, successors and assigns.
14.8
LAWFUL PRESENCE
Pursuant to A.R.S. §§ 1-501 and 1-502, City is prohibited from awarding an agreement to any
natural person who cannot establish that such person is lawfully present in the United
States. To establish lawful presence, a person must produce qualifying identification and
sign a City-provided affidavit affirming the identification provided is genuine. This
requirement will be imposed at the time of agreement award. This requirement does not
apply to business organizations such as corporations, partnerships, or limited liability
companies.
14.9
NO BOYCOTT OF ISRAEL CERTIFICATION
By Contractor's signature on this Agreement, Contractor certifies under A.R.S. § 35-393.01
that Contractor is not currently engaged in and for the duration of this Agreement will not
engage in a boycott of Israel.
14.10
NO THIRD PARTY BENEFICIARY
Nothing under the Agreement Documents will be construed to give any rights or benefits
in the Agreement Documents to anyone other than City and Contractor, and all duties and
responsibilities undertaken pursuant to the Agreement Documents will be for the sole and
exclusive benefit of City and Contractor and not for the benefit of any other party, unless
otherwise expressly set forth in the Agreement Documents.
14.11
GOVERNING LAW AND VENUE
The Agreement and all Agreement Documents will be deemed to be made under, and will
be construed in accordance with and governed by the laws of the State of Arizona without
regard to the conflicts or choice of law provisions thereof. Any court action to enforce any
provision of the Agreement or to obtain any remedy with respect hereto must be brought
in the Superior Court, Maricopa County, Arizona, and for this purpose, each party hereby
expressly and irrevocably consents to the jurisdiction and venue of such Court.
14.12
SEVERABILITY
If any provision of the Agreement Documents or the application thereof to any person or
circumstance will be invalid, illegal or unenforceable to any extent, the remainder of the
affected provision, the remainder of the Agreement Documents, and the application
thereof will not be affected and will be enforceable to the fullest extent permitted by law.
14.13
LEGAL REQUIREMENTS
At all times relevant to its entry into this Agreement and performance of the Services and
the Work, Contractor must fully comply with all Laws, Regulations, or Legal Requirements
applicable to City, the Project, and the Agreement, including, without limitation, those set
General Conditions
Revised: 7/20/22
GC-54 of 75
forth on Exhibit C of the Agreement.
14.14
PARTIAL INVALIDITY
If any provision of the Agreement is held by a court of competent jurisdiction to be invalid,
void or unenforceable, the remaining provisions will nevertheless continue in full force
without being impaired or invalidated in any way.
14.15
ATTORNEYS' FEES
Should either party to the Agreement bring an action to enforce any provision of the
Agreement, the prevailing party will be entitled to recover reasonable attorneys' fees and
costs in connection therewith.
14.16
CONFLICT OF INTEREST
14.16.1
Contractor agrees to disclose any financial or economic interest with the Project property,
or any property affected by the Project, existing prior to the execution of the Agreement.
Further, Contractor agrees to disclose any financial or economic interest with the Project
property, or any property affected by the Project, if Contractor gains such interest during
the course of this Agreement. If Contractor gains financial or economic interest in the
Project during the course of this Agreement,
this may be grounds for terminating this
Agreement. Any decision to terminate the Agreement must be at the sole discretion of City.
14.16.2
Contractor will not engage the services on this Agreement of any present City employee who
was involved as a decision maker in the selection or approval processes, or who negotiated
or approved billings or Agreement Modifications for this Agreement.
14.16.3
Contractor agrees that it will not perform services on this Project for a contractor,
subcontractor, or any supplier, not covered under this Agreement.
14.17
INDEPENDENT CONTRACTOR
Contractor is and must be an independent contractor. Any provisions in the Agreement
Documents that may appear to give City the right to direct Contractor as to the details of
accomplishing the Work or to exercise a measure of control over the Work means that
Contractor must follow the wishes of City as the results of the Work only. These results
must comply with all applicable laws and ordinances.
14.18
NOTICE OF INJURY
Should City or Contractor suffer injury or damage to their person or property because of
any error, omission or act of the other party or of any of the other party's employees or
agents or others for whose acts the other party is legally liable, claim must be made in
writing to the other party within 7 Days of the first observance of such injury or damage.
14.19
CONFIDENTIALITY
Contractor, for the benefit of City, hereby agrees it will not release or cause or permit
to be released to the public any press notices, publicity (oral or written) or advertising
promotion relating to, any statement regarding, or any other public announcement or
disclosure or cause or permit to be publicly announced or disclosed, in any manner
whatsoever, the specific terms and conditions of this Agreement or any comment relating
to the Project or the Site. Notwithstanding the foregoing, Contractor will be entitled to
disclose the terms of the Agreement to the extent required by law or in the course of
enforcing or defending a claim or action hereunder. Contractor must give City reasonably
prompt notice of any disclosure or statement made pursuant to this provision.
General Conditions
Revised: 7/20/22
GC-55 of 75
14.20
DATA CONFIDENTIALITY
14.20.1
As used in the Agreement, “data” means all information, whether written or verbal, including
plans, specifications, renderings, photographs, studies, investigations, audits, analyses,
samples, reports, calculations, internal memos, meeting minutes, data field notes, work
product, proposals, correspondence and any other similar documents or information
prepared by, obtained by, or transmitted to the City in the performance of this Agreement.
14.20.2
Contractor agrees that all data, regardless of form, including originals, images, and
reproductions, prepared by, obtained by, or transmitted to City in connection with the
Contractor’s performance of this Agreement is confidential and proprietary information
belonging to City.
14.20.3
Except as specifically provided in this Agreement, Contractor or its Subcontractors must not
divulge data to any third party without prior written consent of City. Contractor or its
Subcontractors must not use data for any purposes except to perform Work required under
this Agreement. These prohibitions will not apply to the following data provided Contractor
has first given the required notice to City:
a. Data which was known to Contractor or its Subcontractors prior to its
performance under this Agreement unless such data was acquired in
connection with Work performed for City;
b. Data which was acquired by Contractor or its Subcontractors in its
performance under this Agreement and which was disclosed to Contractor
or its Subcontractors by a third party, who to the best of Contractor’s or its
Subcontractor’s knowledge and belief, had the legal right to make such
disclosure and Contractor or its Subcontractors are not otherwise required
to hold such data in confidence; or
c. Data which is required to be disclosed by virtue of law, regulation, or court
order, to which the Contractor or its Subcontractors are subject.
14.20.4
In the event the Contractor or its Subcontractors are required or requested to disclose data
to a third party, or any other information to which the Contractor or its Subcontractors
became privy as a result of any other agreement with City, the Contractor must first notify
City as set forth in this Section of the request or demand for the data. The Contractor or its
Subcontractors must give City sufficient facts so that City can be given an opportunity to
first give its consent or take such action that City may deem appropriate to protect such
data or other information from disclosure.
14.20.5
Unless prohibited by law, within 10 Days after completion of services for a third party on
real or personal property owned or leased by City, the Contractor must promptly deliver, as
set forth in this Section, a copy of all data to City. All data will continue to be subject to the
confidentiality agreements of this Agreement.
14.20.6
Contractor or its Subcontractors assume all liability for maintaining the confidentiality of
the data in its possession and agree to compensate City if any of the provisions of this
Section are violated by Contractor, its employees, agents, or Subcontractors. Solely for the
purposes of seeking injunctive relief, it is agreed that a breach of this Section will be deemed
to cause irreparable harm that justified injunctive relief in court. Contractor agrees that the
requirements of this Section will be incorporated into all subcontracts entered into by
Contractor. A violation of this Section may result in immediate termination of this
General Conditions
Revised: 7/20/22
GC-56 of 75
Agreement without notice.
14.21
SURVIVAL
All warranties, representations and indemnifications by Contractor must survive the
completion or termination of this Agreement.
14.22
COVENANTS AGAINST CONTINGENT FEES
Contractor warrants that no person has been employed or retained to solicit or secure
this Agreement upon an agreement or understanding for a commission, percentage,
brokerage, or contingent fee, and that no member of City Council, or any employee of
City has any interest, financially, or otherwise, in the firm. For breach or violation of this
warrant, City will have the right to annul the Agreement without liability or at its discretion
to deduct from the Agreement Price or consideration, the full amount of such commission,
percentage, brokerage, or contingent fee.
14.23
NO WAIVER
The failure of either party to enforce any of the provisions of the Agreement Documents or
to require performance of the other party of any of the provisions hereof must not be
construed to be a waiver of such provisions, nor will it affect the validity of the Agreement
Documents or any part thereof, or the right of either party to thereafter enforce each and
every provision.
14.24
NONEXCLUSIVE REMEDIES
The remedies set forth in this Agreement are cumulative and not exclusive, and failure to
exercise any remedy (including, without limitation, any right to terminate) will not preclude
any party from exercising any other right in seeking any other remedy available to it at law
or in equity.
14.25
PROJECT COMMUNICATIONS
14.25.1
All communications concerning the performance of the Work or the Project will be provided
to the designated Project Manager and Contractor’s Representative set forth in Article 1
of the Agreement. City may change the designated Project Manager and, subject to
Section 4.4.20 of
these General Conditions, Contractor may change Contractor
Representative, by written notice to the other.
14.25.2
Project communications may be exchanged by e-mail, but email communications cannot
change the terms of the Agreement or the Scope of Work, or effectuate any change that
requires a written Change Order.
14.25.3
When any provisions of the Agreement Documents requires Contractor or the Design
Professional to give written notice to City, it will be deemed to have been validly given if
delivered in person or if delivered at or sent by registered or certified mail, postage prepaid,
to the Parties indicated in Agreement Article 1, incorporated by reference.
14.25.4
When any provisions of the Agreement Documents requires City, Project Manager, or the
Design Professional to give written notice to Contractor, it will be deemed to have been
validly given if delivered in person to the person designated in the Agreement Documents
as Contractor’s Resident Superintendent, or if delivered at or sent by registered or certified
mail, postage prepaid, to Contractor at the last address in the Agreement Documents or
such substitute address which Contractor designates in writing, or to the business address
known to the giver of notice.
General Conditions
Revised: 7/20/22
GC-57 of 75
14.26
DRUG FREE WORKPLACE PROGRAM
14.26.1
City has adopted a policy establishing a drug free workplace for itself and as a requirement
for Contractors doing business with City, to ensure the safety and health of employees
working on City projects.
14.26.2
Contractor must require a drug free workplace for all employees working under the
Agreement. Specifically, all employees of Contractor who are working under an
agreement with City must be notified, in writing, by Contractor that they are prohibited
from the manufacture, distribution,
dispensation, possession or unlawful use of a
controlled substance in the workplace.
14.27
Failure to require a drug free workplace in accordance with the City’s policy may result
in termination of the Agreement and possible debarment form bidding on future City
projects.
SECTION 15 - PROVISIONS APPLICABLE SOLELY TO GMP AND COST-BASED AGREEMENTS,
CHANGE ORDERS, AND JOB ORDERS
15.1
ADDITIONAL DEFINITIONS
The definitions set forth in Section 2 apply to GMP and Cost-Based Agreements, Change
Orders, and Job Orders, together with the additional definitions set forth below.
Baseline Cost Model –
A breakdown and estimate of the scope of the Project developed by CM@Risk pursuant to Section 17.5
of these General Conditions.
CM@Risk or Construction Manager at Risk –
The person or firm selected by City to provide pre-construction and/or construction services as
detailed in a Construction Manager at Risk Agreement with City. In these General Conditions, the
term “Contractor” includes CM@Risk under both Pre-Construction and Construction Services
Agreements.
CM@Risk Fee or Contractor’s Fee –
An agreed to percentage in an accepted GMP that represents the Contractor’s fee for performance of
the Work.
Agreement Documents –
Where compensation under the Agreement is based upon a GMP accepted by City, the term
“Agreement Documents” also includes the accepted GMP Proposal.
Agreement Price –
Where compensation under the Agreement based upon a GMP accepted by City, the term
“Agreement Price” refers to the GMP.
Cost-Based Agreement, Change Order, or Job Order –
A Agreement, Change Order, or Job Order where the Agreement Price is based upon the actual
cost of performing the Work, subject to the terms of the Agreement Documents, including this
Section 15. These would include those generally referred to as “Cost of the Work plus a Fee with
a GMP,” “Time and Materials,” or “Cost Plus a Fee.”
Cost of the Work –
The direct costs necessarily incurred by Contractor in the proper, timely, and complete performance
on the Work. The Cost of the Work will include only those costs set forth in Section 15.2 of these
General Conditions
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General Conditions.
Deliverables –
The work products prepared by Contractor in performing the scope of work described in the
Agreement. Some of the major deliverables to be prepared and provided by Contractor during pre-
construction may include but are not limited to: the Baseline Cost Model and Schedule that validate
City’s plan and budget, Construction Management Plan, Detailed Project Schedule, Schedule of Values,
alternative system evaluations, procurement strategies and plans, Detailed Cost Estimates,
construction market surveys, cash flow projections, GMP Proposals, Subcontractor procurement plan,
Subcontractor agreements, Subcontractor bid packages, Supplier agreements, Constructability
Review, Cost Control Log, Traffic control and phasing plans and others as indicated in this Agreement
or required by the Project Team.
Pre-Construction Services Agreement –
The Agreement entered into between City and the CM@Risk for Pre-Construction Services to be
provided by the CM@Risk, including, without limitation, the generation of a GMP Proposal. If the GMP
Proposal is accepted by City and a Construction Agreement is entered into between City and CM@Risk,
the duties, obligations and warranties of the CM@Risk under the Pre-Construction Services
Agreement survive and are incorporated into the resulting Construction Agreement.
Pre-Construction Services –
The services to be provided under the Pre-Construction Services Agreement, including Section 17 of
these General Conditions.
Detailed Project Schedule –
The Detailed Project Schedule developed by the CM@Risk for the review and approval of the Project
Manager in accordance with Section 17.3 of these General Conditions, if applicable.
General Conditions Costs –
Those costs set forth in Section 4 of Appendix 9 to these General Conditions.
GMP Plans and Specifications –
The plan and specifications upon which the Guaranteed Maximum price Proposal is based.
GMP Proposal –
The proposal of Contractor submitted pursuant to Section 17.7 of these General Conditions for the
entire Work and/or portion (phases) of the Work.
Guaranteed Maximum Price or GMP –
The Guaranteed Maximum Price set forth in the Agreement, Change Order, or Job Order if applicable.
15.2
AGREEMENT PRICE
15.2.1
The Agreement Price for all Agreements, Change Orders, and Job Orders based upon
payment of the Cost of the Work plus a Fee with a GMP, time and materials, or cost-plus a
fee will be the Cost of the Work incurred plus the Fee agreed to in writing by City, limited to
the amount of the GMP, if agreed to. Unless otherwise expressly provided in the Agreement,
Change Order, or Job Order, all Cost Based pricing will be subject to and limited to GMP.
15.2.2
The Agreement Price may only be changed as set forth in Section 9 above.
General Conditions
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15.2.3
Only costs specifically designated as reimbursable costs are eligible for payment by City or
may be charged against the Agreement Price. All other costs will not be paid by City and will
not be chargeable against the Agreement Price.
15.2.4
Cost-Based Agreements. For Agreements, Change Orders, or Job Orders, reimbursable
costs must be determined pursuant to Appendix 9 to these General Conditions, Cost of the
Work, and not by MAG Specifications §109.5.
15.3
ALLOWANCES
15.3.1
Contractor must include in the Agreement Price all Allowances stated in the Agreement
Documents and agreed to in writing by City. Items covered by these Allowances must be
supplied for such amounts and by such persons as City may direct, provided Contractor will
not be required to employ persons against whom Contractor makes a reasonable objection.
Materials, labor, and equipment under an Allowance will be selected by City in accordance
with a schedule to be mutually agreed upon by City, Design Professional and Contractor or
otherwise in reasonably sufficient time to avoid delay in the Work.
15.3.2
Unless otherwise provided in the Agreement Documents:
15.3.2.1
These Allowances must cover the cost to Contractor, less any applicable trade discount, of
the materials, labor, and equipment required by the Allowances, delivered at the Site, and
all applicable taxes;
15.3.2.2
Contractor’s costs for unloading and handling on the Site, labor, installation costs, overhead,
profit and other expenses relating to materials, labor, and equipment required by the
Allowance must be included in the Agreement Sum and not in the Allowance; and
15.3.2.3
Whenever the cost is more or less than the Allowance, the Agreement Sum must be
adjusted accordingly by Change Order, the amount of which will recognize the difference
between actual costs for an Allowance item and the amount of the Allowance item and
changes, if any, in handling costs on the Site, labor, installation costs, overhead, profit and
other expenses.
15.4
CONTINGENCY
An agreed to amount in the GMP that may only be used in accordance with the terms set
forth in these General Conditions and with prior written approval by the City.
15.4.1
Construction Contingency. This GMP includes a dollar amount listed as a Construction
Contingency which will be readily available for increased costs for subcontractors, material,
and equipment subject to prior approval of City, which approval will not be withheld
unreasonably. The Construction Contingency may also be used, at the discretion of City, to
reimburse CM@Risk for unexpected costs due to (a) scope gaps between trade
subcontractors; (b) agreement default by trade subcontractors; (c) unforeseen field
conditions, but only as defined in Section 9.5 above; (d) work completed to meet the intent
of the design, but which was not indicated on the plans; (e) costs overruns not covered by
allowances; (f) costs of corrective work not provided for elsewhere; and (g) implementation
of any Recovery Plan. Cost for which CM@Risk desires to be paid from the Construction
Contingency must be documented by CM@Risk on a time and materials basis and are
subject to verification by City. If agreed to by City, a “Use of Contingency” form will be
executed by both parties authorizing the actual cost of the work to be paid and included in
the Work Item Direct Costs. The Construction Contingency is not allocated to any particular
General Conditions
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item of the Project but may be used for any portion of the work as determined above. Any
amount not used in the Construction Contingency will belong to City and will reduce the
GMP.
15.4.2
Owner’s Contingency. This GMP also includes a dollar amount listed as an Owner’s
Contingency which may be used only by the City (owner department) for upgrades and
changes in scope or other changes not already included within the intent of the Project
Program. City will provide CM@Risk with a Work Change Directive authorizing CM@Risk to
perform the additional work and to transfer funds from the Owner’s Contingency to the
Work Item Direct Costs category to be paid with such direct costs. These additional costs
will be in an amount mutually agreed upon by CM@Risk and City or will be documented by
CM@Risk on a time and materials basis and are subject to verification by City. Any amount
not used in the Owner’s Contingency will belong to the City and will reduce the GMP.
15.5
REDUCTION IN RETENTION
If the Agreement Price is based upon a GMP, in order to receive payment of one-half of the
retention as set forth in Section 8.1.5 above, Contractor must also submit to the Project
Manager a complete accounting of the Actual Reimbursable Cost of the Work to date,
including all such documentation (including, without limitation, invoices, subcontract,
subcontractor change orders, purchase orders, records of payment, etc.) as City may require,
to establish whether the payments made to Contractor equal, exceed, or are less than the
actual reimbursable Cost of the Work to date. Any excess payments by City, as determined
by the Project Manager, will be deducted from the one-half retention payment to be made
to Contractor, and any additional excess amounts paid to Contractor will be refunded by
Contractor to City. The Project Manager’s determinations as to Actual Reimbursable Cost
of the Work will be the basis of payment until final Project Closeout and Final Payment
under the Agreement.
15.6
FINAL PAYMENT
If the Agreement Price is based upon a GMP, as a further condition precedent to Final
Payment by City, Contractor must submit to the Project Manager a complete final
accounting of the Actual Reimbursable Cost of the Work, including all such documentation
(including, without limitation,
invoices, subcontracts, subcontractor change orders,
purchase orders, records of payment, etc.) as City may require, to establish whether the
payments made to Contractor equal, exceed, or are less than the Actual Reimbursable Cost
of the Work to date. Any excess payments by City, as determined by the Project Manager,
will be deducted from the one-half retention payment to be made to Contractor, and any
additional excess amounts paid to Contractor will be refunded by Contractor to City.
Disputes relating to the Final Cost of the Work will be subject to City’s audit rights under
Sections 8.8 above and 15.7 below, and the dispute resolution process under Section 13
above.
15.7
OPEN BOOK
On any GMP-based or Cost-Based Agreement, Job Order, or Change Order, City may attend
any and all meetings or discussions pertaining to the Project, including bid openings, and
must have access to all books, invoices, accounts, memoranda, correspondence, and
written communications or records of any kind pertaining to the Project, including without
limitation, those stored in electronic format.
15.8
DIFFERING SITE CONDITIONS AND/OR CHANGE IN LAWS
A Change Order for increased costs under Section 9.5 or 9.6 above will only be considered
General Conditions
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or granted by City to the extent such actual, documented costs are justified.
SECTION 16 - PROVISIONS APPLICABLE SOLELY TO JOB ORDER AGREEMENTS (JOC)
16.1
ADDITIONAL DEFINITIONS
The definitions set forth in Sections 2 and below will apply to all Job Order Agreements and
Job Orders. In addition, the definitions set forth in Section 15.1 above will apply to all Cost-
Based Job Orders.
Agreement –
Includes the Job Order Master Agreement and Job Order Project Agreements issued and agreed to by City
and JOC Contractor.
JOC Contractor’s Coefficient –
A numerical factor that represents JOC Contractor total costs (indirect and direct costs, sales tax,
profit, etc.) and other adjustments for market conditions.
Job Order Request for Proposal (RFP) –
The Request for Proposals issued by City for each Job Order Project Agreement relating to a specific
Project.
Job Order Cost Proposal –
The Proposal submitted by JOC Contractor in response to a Job Order Request for Proposal (RFP) issued
by City to develop a Job Order Project Agreement for a specific Project.
Guaranteed Maximum Price (GMP) Job Order –
Job Order under which JOC Contractor is compensated for actual costs incurred.
Job Order Project Agreement (Job Order) –
The agreement for a specific project, as it may be modified by all Change Orders, executed by the
Parties, which incorporates the terms and conditions of the Job Order Master Agreement.
16.2
ORDERING AND PROCESSING PROCEDURES FOR JOB ORDERS
16.2.1
The process for developing and issuing a Job Order for a particular Project consists of three
(3) procedures: (1) issuance of a RFP by City; (2) JOC Contractor’s response to the RFP in the
form of JOC Contractor’s Job Order Cost Proposal; and (3) Issuance of a Job Order by City, as
set for below.
16.2.2
RFP’s For Job Orders
16.2.2.1
City will provide to JOC Contractor RFP with a Scope of Work (SOW) describing the Work to
be performed, which may include special instructions and conditions, material submittal
requirements, and, if applicable, a complete set of sketches, construction drawings and
specifications for the Job Order.
16.2.2.2
Some Job Order RFP’s will be issued by City without detailed sketches, drawing and
specifications and will rely on JOC Contractor to produce them for City review and approval
and is considered to be Pre-Construction and incidental design services included in JOC
Contractor’s overhead for GMP Job Orders. In addition JOC Contractor will not be
reimbursed for any Pre-Job Order costs, including proposal preparation, attendance during
negotiations, or site visits.
General Conditions
Revised: 7/20/22
GC-62 of 75
16.2.3
JOC Contractor’s Job Order Cost Proposal
16.2.3.1
JOC Contractor must respond within ten (10) calendar days of the RFP date or site visit,
whichever is later or as otherwise indicated on a case-by-case basis, by submitting JOC
Contractor’s Job Order Cost Proposal to the City representative.
16.2.3.2
Unless otherwise required under the terms of the RFP, JOC Contractor’s Job Order Cost
Proposal must include the following.
a. JOC Contractor’s Job Order Cost Proposal in PDF and electronic format;
b. A Project Schedule and schedule of values that reflects the costs of each work
element on the schedule. The schedule must show all milestones (e.g.,
permits, submittals, ordering materials, demolition, work phases, closeout
and completion date); and
c. Necessary documentation will be required to indicate that adequate scoping,
layout, setup and planning to accomplish the Work has been done.
Examples of documentation that might reasonably be expected include
sketches, drawings, calculations, catalog cuts and specifications produced
to a level of detail and skill that could be expected of experienced,
competent Project Managers with five or more periods experience in their
respective trade.
16.2.3.3
JOC Contractor must select Subcontractors based on qualifications alone or on a
combination of qualifications and price and must not select Subcontractors based on
price alone. A qualifications and price selection may be a one-step selection based on
a combination of qualifications and price or two-step selection. In a two-step selection,
the first step must be based on qualifications alone and the second step may be based or
a combination of qualifications and price or on price alone.
16.2.3.4
Upon request, JOC Contractor must provide City with copies of Subcontractor quotes and
the basis for selection of each Subcontractor.
16.2.3.5
If City objects to a selected Subcontractor, City will make the objection and the reasons for
the objection known to the JOC Contractor. JOC Contractor must then present an
acceptable Subcontractor for the applicable discipline. City will not unreasonably object
to or withhold approval of a Subcontractor.
16.2.3.6
For self-performed work, the City retains the right to have the JOC Contractor establish JOC
Contractor’s costs by bidding their costs against at least three (3) other interested trade
Contractors. No self- performed work will be allowed to be performed on a lump sum basis.
16.2.4
Issuance of Job Order
16.2.4.1
City Representative will compare the JOC Contractor’s Job Order Cost Proposal with the City’s
estimate,
schedules and other requirements, and then, if the City Representative
determines it is in the best interest of City, arrange a meeting with JOC Contractor, at which
time the JOC Contractor’s Job Order Cost Proposal will be discussed and negotiated.
16.2.4.2
If the City Representative determines that it is in the best interest of the City, City will then
issue a Job Order to JOC Contractor for execution.
16.2.4.3
Specific Job Orders may vary, but unless agreed to by City in writing otherwise, the content
General Conditions
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GC-63 of 75
of Job Orders under the Agreement will generally be as follow, all of which will be signed
and/or initialed by JOC Contractor’s designated representative:
a. The description of the Scope of the Work and Project Schedule (attached as
Exhibit A to the Job Order);
b. The address or location of the Work;
c. The Agreement Price for Work (Construction) included in the Project
(attached as Exhibit B to the Job Order);
d. The name of the JOC Contractor representative for the Project;
e. The Drawings and Specifications for the Project;
f.
If any shop drawings, project date and/or samples are required for the Job
Order, the date for delivery of each required item (included in the Project
Schedule, Exhibit A to the Job order); and
g. Project Specific Provisions, if any, in Exhibit A to the Job Order,
including, without limitation, whether any of the following are required:
Pre-Construction Conference, weekly progress meetings, field office,
storage enclosure, materials and equipment handling facility, submittals,
shop drawings, product data, equipment list, samples, project manual,
schedule of values, Construction progress schedule, narrative reports,
progress report, progress charts, progress photographs, materials status
report, Construction diagram, Construction status report, operation and
maintenance data, operating maintenance instructions and parts list, and
as-build drawings.
16.2.5
Job Order Intent. Each Job Order will be interpreted to include all items reasonably
necessary to complete the Project under that Job Order as described in the scope of the
Work in that Job Order. All Work must be performed in a professional manner and all
materials used must be new and of the highest quality and of the type best adapted to
their purpose, unless otherwise specified. The Notice to Proceed date, and the award date
established therein, will be deemed an integral part of the Job Order the same as if set forth
therein.
16.3
INCIDENTAL DESIGN SERVICES
16.3.1
This effort includes all “extensions of design” for systems that are typically specified in
a performance oriented manner by consultants and designers. Examples include: fire
sprinkler systems, fire alarm and sprinkler systems, DDC controls, control systems,
prefabricated metal building and similar situations. These designs are normally provided
under submittals as a shop drawing with engineering backup and as appropriate, seals of
registered engineers specializing in the particular system.
16.3.2
Incidental design includes all documents, sketches, schematic diagrams, floor plan
layouts, equipment schedules and other documents produced by the JOC Contractor to
define the work required for projects that the City does not develop formal or abbreviated
designs requiring a seal by a registered engineer. Incidental design does not include
preparation of designs requiring an architect or engineer seal.
16.3.3
JOC Contractor represents, covenants, and agrees, and contractually assumes the
obligation to furnish, all of the required Design Services through properly licensed and
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GC-64 of 75
experienced Design Professionals in complete accordance with all of the duties imposed
on a Design Professional under the Agreement Documents, Laws, Regulations, or Legal
Requirements, and the common law.
16.3.4
All Design Documents (and all other Project-related documents, models, computer
drawings and other electronic expression, photographs and other expressions CADD, and
BIM files and images included) that JOC Contractor and/or JOC Contractor’s Design
Professional(s) prepare in connection with a Job Order and the copyrights therein
(collectively, the “Instruments of Service”) will be the property of City. JOC Contractor
covenants and agrees to execute any additional document reasonably requested by City
to confirm such assignment without any additional compensation.
16.4
CONSTRUCTION SERVICES
16.4.1
The following subsections of this Section 16.4 set forth requirements beyond those set forth
in Section 4 above which apply to Construction Services performed under a Job Order.
16.4.2
JOC Contractor must perform the Work using only those firms, team members and
individuals designated by JOC Contractor consistent with each Job Order or otherwise
approved by City pursuant to the General Conditions. No other entities or individuals may
be used without the prior written approval of the Project Manager.
16.4.3
Construction Phasing
16.4.3.1
City use of the facilities is anticipated while the Work is being performed. The Work must
be planned and accomplished so that there will be a minimum of interference and
inconvenience to occupants in the building and agencies in the vicinity and to other
craftsmen who may have to do work in the affected facilities. Any blockage of building
exits or driveways must be coordinated in advance.
16.4.3.2
If applicable, furniture, portable office equipment and wall appurtenances not rigidly
fastened to the walls must be moved by JOC Contractor, protected from damage and
replaced to the original position upon completion of the work. If the work required by
the Job Order will not allow furniture and portable office equipment to be replaced to its
original position, new locations will be designated by City. Incidental costs associated with
moving one-piece furnishings up to approximately 150 pounds to perform such tasks as
painting, carpet or tile replacement, etc., are considered a general cost of building
renovation and must be included in the JOC Contractor’s Coefficient. Costs for large scale
or wholesale removal and replacement of large quantities of
desks or modular
workstations, copiers, multiple full file cabinets, etc. to another location or storage outside
the work space, or disassembly and reassembly of modular furniture is not considered
part of the JOC Contractor’s Coefficient and will be priced separately.
16.4.3.3
The work must, so far as practicable, be done in definite sections or divisions and confined
to limited areas which must be completed before work in other sections or divisions are
begun.
16.4.4
Work Site Conflicts. In the event of a conflict between JOC Contractor and others in an
occupied facility or where other Contractors are performing work on the same facility
under other Agreements, City will decide to dispute and that decision will be final.
16.4.5
Ownership of Work Product. Work Product prepared or otherwise created in connection
General Conditions
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GC-65 of 75
with the performance of this Agreement, including the Work, are to be and remain the
property of City. For purposes of this provision, “Work Product” will include all designs,
drawings, plans, specifications, ideas, renderings and other information or matter, in
whatever form created (e.g., electronic or printed) and in all media now known or
hereinafter created. All Work Product will be considered Work Made for Hire as defined
in the United States Copyright Act 17 U.S.C. §101 (Copyright Act). If for any reason any such
Work is found not to be a work for hire, JOC Contractor hereby transfers and assigns
ownership of the copyright in such Work to City. The rights in this Section are exclusive to
City in perpetuity.
16.5
OPTIONAL LIQUIDATED DAMAGES
16.5.1
Specific Job Orders. City will have the right to assess liquidated damages in relation to
any specific JOC Project Agreement as set forth below.
16.5.2
Substantial Completion Liquidated Damages. JOC Contractor acknowledges and agrees
that if JOC Contractor fails to obtain Substantial Completion of the Work within the
Agreement Time, City will sustain extensive damages and serious loss as a result of such
failure. The exact amount of such damages will be extremely difficult to ascertain.
Therefore, City and JOC Contractor agree that if JOC Contractor fails to achieve Substantial
Completion of the Work within the Agreement Time, City will be entitled to retain or
recover from JOC Contractor, as liquidated damages and not as a penalty, the sum per
calendar day as indicated in MAG § 108.9.
16.5.3
Final Acceptance Liquidated Damages. For the same reasons set forth in Section 16.5.2
above, City and JOC Contractor further agree that if JOC Contractor fails to achieve Final
Acceptance of the Work within the Agreement Time, City will be entitled to retain or recover
from JOC Contractor, as liquidated damages and not as a penalty, the sum per calendar
day as indicated in MAG § 108.9 commencing from the actual date of Substantial
Completion or Final Acceptance as required under any specific JOC Project Agreement.
16.5.4
MAG Liquidated Damages. Liquidated damages provisions in MAG § 108.9 may apply to any
specific JOC Project Agreement.
16.5.5
City may deduct liquidated damages assessed pursuant to this Section 16.5 from any
unpaid amounts then or thereafter due JOC Contractor under the Agreement or any
specific JOC Project Agreement between JOC Contractor and City. Any liquidated damages
not so deducted from any unpaid amounts due JOC Contractor must be payable to City
at the demand of City, together with interest from the date of the demand at the highest
lawful rate of interest payable to JOC Contractor.
16.6
PERFORMANCE MEASUREMENT
16.6.1
Performance Assessment. After the Final Acceptance of Work under each Job Order, City
will complete a written evaluation of the performance of JOC Contractor on the Job Order.
16.6.2
Consideration in Assignment of Work. JOC Contractor’s record of cost, schedule and
quality performance and comparative assessments will be significant considerations in
City’s determination whether to award future Job Orders. JOC Contractor agrees that any
determination by City not to not award future Job Orders or Option periods based on
performance will be at the sole discretion of City.
General Conditions
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GC-66 of 75
SECTION 17 - PROVISIONS APPLICABLE SOLELY TO PRE-CONSTRUCTION SERVICES FOR
CONSTRUCTION MANAGER AT RISK
17.1
ADDITIONAL DEFINITIONS
The definitions set forth in Section 2 and 15.1 above will apply to all Pre-Construction
Services Agreements.
17.2
GENERAL
17.2.1
CM@Risk must perform the Services required by, and in accordance with the Agreement
Documents and as outlined in Exhibit A of the Agreement to the satisfaction of the
Project Manager, exercising the degree of care, skill, diligence and judgment a professional
construction manager experienced in the performance of such services for construction
and/or facilities of similar scope, function, size, quality, complexity and detail to the
Project in urban areas throughout the United States, would exercise at such time, under
similar conditions. CM@Risk must, at all times, perform the required services consistent
with sound and generally accepted engineering principles and construction management
and construction contracting practices.
17.2.2
As a participating member of the Project Team, CM@Risk must provide to City and Design
Professional a written evaluation of City’s Project Program and budget, each in terms of
the other, with recommendations as to the appropriateness of each. CM@Risk must
prepare a Baseline Cost Model that validates City’s budget. The Baseline Cost Model must
include all assumptions and basis of estimates in enough detail so that the Project Team
can compare future detail estimates to the Baseline Cost model for variances. City and
Design Professional will provide all the reasonably required data that is available in
order to reach agreement between the team members that the Baseline Cost Model is an
accurate projection of the costs of the Project.
17.2.3
CM@Risk must attend Project Team meetings, which may include, but are not limited to,
bi- weekly Project management meetings, Project workshops, special Project meetings,
construction document rolling reviews, public meetings and partnering sessions. CM@Risk
attendance at design or other meetings in which CM@Risk is provided the opportunity but
does not actively participate and/or is not properly prepared is not acceptable. Repeated
instances of non-participation and/or lack of preparedness will be grounds for termination
of CM@Risk Agreement for default.
17.2.4
CM@Risk must provide Pre-Construction Services, described herein, in a timely manner
and consistent with the intent of the most current Drawings and Specifications. CM@Risk
must promptly notify City in writing whenever CM@Risk determines any Drawings or
Specifications are inappropriate for the Project and/or cause changes in the scope of Work
that deviates more than the allowed contingencies within the Baseline Cost Model or
requires an adjustment in the Baseline Cost Model, Detailed Cost Estimate, Detailed
Project Schedule, GMP Proposals and/or in the Agreement Time for the Work, to the extent
such as established.
17.2.5
CM@Risk when requested by City, must attend, make presentations and participate as may
be appropriate in public agency and or community meetings, relevant to the Project.
CM@Risk must provide drawings, schedule diagrams, budget charges and other materials
describing the Project when their use is required or appropriate in any such public agency
meetings.
General Conditions
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GC-67 of 75
17.2.6
Ownership of Work Product. All Work Product prepared or otherwise created in connection
with the performance of this Agreement, including the Work, are to be and remain the
property of City. For purposes of this provision, “Work Product” will include all designs,
drawings, plans, specifications, ideas, renderings and other information or material, in
whatever form created (e.g., electronic or printed) and in all media now know or hereinafter
created. All Work Product will be considered Work Made for Hire as defined in the United
States Copyright Act 17 U.S.C.
§101 (Copyright Act). If for any reason any such Work is found not to be a work for
hire, Contractor hereby transfers and assigns ownership of the copyright in such Work to
City. The rights in this Section are exclusive to City in perpetuity.
17.2.7
CM@Risk represents to City in completing Pre-Construction Services and providing the
reports
and analysis required thereunder, that Work can be properly and timely
constructed within the GMP Proposal, if accepted. CM@Risk does not assume any design
responsibilities unless specifically called for in the scope of work, but CM@Risk will be
responsible for their errors, omissions or inconsistencies included in the Work.
17.3
DETAILED PROJECT SCHEDULE
17.3.1
The fundamental purpose of the Detailed Project Schedule is to identify, coordinate and
record the tasks and activities to be performed by all of the Project Team members and
then for the Project Team to utilize that Deliverable as a basis for managing and
monitoring all member’s compliance with the schedule requirements of the Project.
Each Project Team member is responsible for its compliance with the Detailed Project
Schedule requirements. CM@Risk must, however, develop and maintain the Detailed
Project Schedule on behalf of and to be used by the Project Team based on input from the
other Project Team members. The Baseline Project Schedule must be developed as part
of the Baseline Cost Model. The Detailed Project Schedule must use the Critical Path
method (“CPM”) technique, unless required otherwise, in writing by City. CM@Risk must
use scheduling software acceptable to City to develop the Detailed Project Schedule.
The Detailed Project Schedule must be presented in graphical and tabular reports as
agreed upon by the Project Team. If Project phasing as described below is required, the
Detailed Project Schedule must indicate milestone dates for the phases once
determined. As part of construction phase, City may require CM@Risk to prepare a
“resource loaded” schedule for all work, including work performed by Subcontractors,
detailing each of the project tasks and the required/anticipated number of personnel per
day for each task. CM@Risk must also indicate on the schedule its ability to meet said
required/anticipated personnel requirements.
17.3.2
CM@Risk must include and integrate in the Detailed Project Schedule the services and
activities required of City, Design Professional and CM@Risk including all construction
phase activities based on the input received from City and the Design Professional.
The Detailed Project Schedule must define activities as determined by City to the extent
required to show: (a) the coordination between preliminary design and various pre-
construction documents, (b) any separate long-lead procurements, (c) any permitting
issues, (d) any land, right-of-way, or easement acquisition, (e) bid packaging strategy and
awards to Subcontractors and Suppliers, (f) major stages of construction, (g) start-up and
commissioning, and (h) occupancy of the completed Work by City. The Detailed Project
Schedule must include by example and not limitation, proposed activity sequences and
durations for design, procurement, construction and testing activities, milestone dates for
actions and decisions by the Project Team, preparation and processing of shop drawings
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and samples, delivery of materials or equipment requiring long-lead time procurement (if
any), milestone dates for various construction phases, Total Float for all activities to the
extent authorized by City, relationships between the activities,
City’s occupancy
requirements showing portions of the Project having occupancy priority, and proposed
dates for Final Acceptance.
17.3.3
A Baseline Project Schedule must be initiated with the project Baseline Cost Model and
agreed to by the project team at the same time. CM@Risk must update and maintain a
detailed Project Schedule throughout pre-construction such that it will not require major
changes at the start of the construction phase to incorporate CM@Risk’s plan for the
performance of the construction phase Work. CM@Risk must provide updates and/or
revisions to the Detailed Project Schedule for use by the Project Team, whenever required,
but no less often than at the Project Team meetings. CM@Risk must include with such
submittals a narrative describing its analysis of the progress achieved to-date vs. the
Baseline Project Schedule, including any concerns regarding delays or potential delays, and
any recommendations regarding mitigating actions.
17.3.4
If phased construction is deemed appropriate at the time of developing the Baseline Cost
Model or during the development of the Detailed Project Schedule, and City approves,
CM@Risk must review the design and make recommendations regarding the phased
issuance of Construction Documents to facilitate phased construction of the Work, with
the objective of reducing the Project Schedule and/or Cost of the Work. CM@Risk must take
into consideration such factors as natural and practical lines of work severability,
sequencing effectiveness, access and availability constraints, total time for completion,
construction market conditions, labor and materials availability, and any other factors
pertinent to saving time and cost.
17.3.5
Long Lead Time Items. As part of developing the Detailed Project Schedule, CM@Risk must
identify all long lead time materials, fabrications, equipment, or other items which may
impact the Project Schedule and may require early action on the part of the Project Team.
Dates for selecting and ordering long lead time items will be included and highlighted
in the Detailed Project Schedule
17.3.6
Equipment Plan. Contractor must develop an Equipment Plan that addresses all rental
and owned equipment, regardless of whether such equipment will be provided by
CM@Risk or subcontractor(s), that will be necessary to construct the Project and the cost
of which will be included as a Cost of the Work in the GMP Proposal. The Equipment Plan
will seek to minimize the cost of the equipment to City and maximize the efficient and
coordinated use of the equipment for completion of the Project. The Equipment Plan will
not only include the costs and allowable lease rates for the equipment, but will also include
an equipment schedule that will be incorporated into the Detailed Project Schedule and the
Schedule of Values submitted with the GMP Proposal.
17.4
DESIGN DOCUMENT REVIEWS
17.4.1
CM@Risk must evaluate periodically the availability of labor, materials/equipment, cost-
sensitive aspects of the design; and other factors that may create an unacceptable variance
to the Baseline Cost Model and/or Baseline Project Schedule.
17.4.2
CM@Risk must recommend, in conjunction with the Project Team, those additional surface
and subsurface investigations that, in its professional opinion, are required to provide the
necessary
information for CM@Risk to construct the Project.
These additional
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investigations, if agreed to
be necessary by the Project Manager and the Design
Professional, will be acquired by City and copies of the reports will be provided to CM@Risk.
17.4.3
CM@Risk must meet with the Project Team as required to review designs during their
development. CM@Risk must familiarize itself with the evolving documents through
pre-
construction. CM@Risk must proactively advise the Project Team and make
recommendations on factors related to construction costs, and concerns pertaining to the
feasibility and practicality
of any proposed means and methods, selected materials,
equipment and building systems, and, labor and material availability. CM@Risk must
furthermore advise the Project Team on proposed site improvements, excavation and
foundation considerations, as well as, concerns that exist with respect to coordination of
the Drawings and Specifications. CM@Risk must use established value analysis principles
in recommending cost effective alternatives.
17.4.4
CM@Risk must routinely conduct constructability and bid-ability reviews of the Drawings
and Specifications as necessary to satisfy the needs of the Project Team. The reviews must
attempt to identify all discrepancies and inconsistencies in the Construction Documents
especially those related to clarity, consistency, completeness and coordination of Work of
Subcontractors and Suppliers.
17.4.4.1
CM@Risk must evaluate whether: (a) the Drawings and Specifications are configured to
enable efficient construction; (b) design elements are standardized; (c) construction
efficiency
is
properly
considered
in
the
Drawings
and
Specifications;
(d)
module/preassembly design is prepared to facilitate fabrication, transport and installation;
(e) sequences of Work required by or inferable from the Drawings and Specifications are
practicable; (f) the design has taken into consideration efficiency issues concerning access
and entrance to the site, laydown and storage
of materials, staging of site facilities,
construction parking, and other similar pertinent issues; and (g) the design maintains
continued operation of the existing City systems and maintains traffic on adjacent
roadways. CM@Risk must also review the Drawings and Specifications to ensure that what
is depicted therein can be constructed as designed and must promptly inform the Project
Team of any issues.
17.4.4.2
CM@Risk must check cross-reference and complementary Drawings and sections within
the Specifications and in general evaluate whether: (a) the Drawings and Specifications
are sufficiently clear and detailed to minimize ambiguity and to reduce scope interpretation
discrepancies; (b) named materials and equipment are commercially available and are
performing well, or otherwise, in similar installations; (c) Specifications include alternatives
in the event a requirement cannot be met in the field; and (d) in its professional opinion, the
Project is likely to be subject to Differing Site Conditions.
17.4.4.3
The results of the reviews must be provided to Project Team in formal, written reports
clearly
identifying all reviewed documents and the discovered discrepancies and
inconsistencies in the Drawings and Specifications with notations and recommendations
made on the Drawings, Specifications and other documents. CM@Risk must meet with
Project Team to discuss any findings and review reports.
17.4.4.4
CM@Risk’s reviews must be from a Contractor’s perspective, and though it will serve to
eliminate/reduce the number of RFIs) and changes during the construction phase,
responsibility for the Drawings and Specifications will remain with the Design Professional
and not CM@Risk.
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17.4.5
It is CM@Risk’s responsibility to assist the Design Professional in ascertaining that, in
CM@Risk’s professional opinion, the Construction Documents are in accordance with
applicable Laws, Regulations, or Legal Requirements, building codes, sound engineering
principle’s rules and regulations. If CM@Risk recognizes that portions of the Construction
Documents are at variance with applicable laws, statutes, ordinances, building codes,
sound engineering principle’s rules and regulations, it must promptly notify the Project Team
in writing, describing the apparent variance of deficiency. However, the Design Professional
is ultimately responsible for the compliance of the Drawings and Specifications with those
laws, statutes, ordinances, building codes, rules and regulations.
17.4.6
The Project Team will routinely identify and evaluate using value analysis principles and
alternate systems, approaches, design changes that have the potential to reduce Project
costs while still delivering a high quality and fully functional Project consistent with
the Project Program. If the Project Team agrees, CM@Risk in cooperation with the Design
Professional, will perform a cost/benefit analysis of the alternatives and submit such in
writing to the Project Team. City, through the Project Manager, will direct which alternatives
will be incorporated into the Project. The Design Professional will have full design
responsibility for the review and incorporation of CM@Risk suggested alternatives into
the Drawings and Specifications. CM@Risk must analyze the costs and schedule impacts of
the alternatives against the Baseline
Cost Model and Schedule and provide a
recommendation for the Project Team’s consideration and City’s approval prior to the
establishment of the GMP.
17.5
BASELINE COSTS MODEL, DETAILED COST ESTIMATES, AND SCHEDULE OF VALUES
17.5.1
At the conclusion of the Master Planning and Programming, if required, CM@Risk will
review all available information regarding the design and scope of the Project using
CM@Risk’s experience in performing similar work, knowledge of similar projects and
current and projected construction costs and, based upon that review, must develop a
Baseline Cost Model for review by the Project Team and approval by City. Once approved
by City, the Baseline Cost Model will be continually referenced as detailed estimates are
created as the design progresses throughout Pre-Construction until the final GMP for the
entire Project is established. A final GMP for the entire Project must be established and
approved by City prior to the start of construction. It is the responsibility of CM@Risk
to ensure City has sufficient information to evaluate and approve a final GMP prior to
the time necessary to start construction so construction can be completed within the
Agreement Time. The Project Detailed Cost Estimate will be the best representation from
CM@Risk of what the complete functional Project’s construction costs will be as indicated
by the most current available documents and will be constantly checked against the
Baseline Cost Model. CM@Risk must communicate to the Project Team and assumptions
made in preparing the Baseline Cost Model. The Baseline Cost
Model must support
CM@Risk’s Detailed Cost Estimates and may be broken down initially as dictated by the
available information, as required by City.
17.5.2
After receipt of the Design Professional’s most current documents from certain specified
pre- construction milestones, CM@Risk must provide a draft Detailed Cost Estimate
including a detailed written report detailing any variances to the Baseline Cost Model and
Baseline Project Schedule. The Design Professional and CM@Risk will reconcile any
disagreements on the estimate to arrive at an agreed upon Detailed Cost Estimate for the
construction costs based on the scope of the Project through that specified pre-
construction milestone. Pre-Construction milestones applicable to this paragraph are:
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Master Planning and Programming, Schematic Design, 50% Design Development, 100%
Design Development, and 50% Construction Drawings, If no consensus is reached, City will
make the final determination. If the Project Team requires additional updates of the
Detailed Cost Estimate beyond that specified in this paragraph, CM@Risk must provide the
requested information in a timely manner.
17.5.3
If at any point the Detailed Cost Estimate submitted to City exceeds the previously
accepted Baseline Cost Model or previously approved Detailed Cost Estimate agreed to as
set forth in Section 17.5.2 above, CM@Risk must make appropriate recommendations to
project Team on means/methods, materials, and or other design elements that it
believes will reduce the estimated construction costs, such that it is equal to or less than
the established Project Team’s Baseline Cost Model.
17.5.4
Unless other levels of completion are agreed to in writing in the Construction Documents,
at 50% Construction Drawings and included with the associated report, CM@Risk must
also submit to the Project Team for review and approval a Schedule of Values that complies
with the following requirements. The Schedule of Values must be based on City standard
bid schedule and highlight significant variances from any previously submitted Schedule
of Values. The Schedule of Values must be directly related to the breakdowns reflected in
the Detailed Project Schedule and CM@Risk’s Detailed Cost Estimate. In addition, the
Schedule of Values must: (a) detail unit prices and quantity take-offs, (b) detail all other
contingencies and unit price Work shown and specified in the detailed design documents.
17.5.5
CM@Risk is to track, estimate/price and address the Project Team’s overall project cost issues
that arise outside of the Baseline Cost Model and the latest approved Detailed Cost
Estimate such as: City generated changes, Project Team proposed changes, alternate
system analysis, constructability items and value engineering analysis. The system used
to implement this process will be referred to as the Design Evolution Log. This is to be
addressed between the Baseline Cost Model and the Master Planning and Programming
Detailed Cost Estimate, and then (unless other levels of completion are agreed to in writing
in the Construction Documents) between the Detailed Cost Estimates for each of the pre-
construction milestones thereafter, Schematic Design, 50% Design Development, 100%
Design Development, and 50% Construction Documents, and the bid packages for all
Phases.
17.5.6
Upon request by City, CM@Risk must submit to City a cash flow projection for the Project
based on the current updated/revised Detailed Project Schedule and the anticipated level of
payments for CM@Risk during the design and construction phases. In addition, if requested
by City and based on information provided by City, CM@Risk must prepare a cash flow
projection for the entire Project based on historical records for similar types of projects
to assist City in the financing process.
17.5.7
Construction Water. CM@Risk must estimate the quantity of water to be used and include
the cost thereof in each Detailed Cost Estimate and GMP Proposal provided by City.
17.6
SUBCONTRACTOR AND MAJOR SUPPLIER SELECTIONS
17.6.1
There are two ways to select Subcontractors and major Suppliers prior to submission of a
GMP Proposal: (1) qualifications-based selection; or (2) a combination of qualifications
and price. Except as noted below, the selection of Subcontractors/Suppliers is the sole
responsibility of CM@Risk. In any case, CM@Risk is solely responsible for the performance
of the selected Subcontractors/Suppliers, and for compliance with the requirements of
General Conditions
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Title 34 of the Arizona Revised Statutes in the selection of a Subcontractors/Suppliers,
to the extent applicable. CM@Risk must comply with its Subcontractor Selection Plan
submitted with its Statement of Qualifications.
17.6.2
City may approve the selection of a Subcontractor(s) or Suppliers(s) based only on their
qualifications when CM@Risk can demonstrate it is in the best interest of the Project. All
Work that is performed, after such a qualifications-based selection, for a price that is
negotiated by CM@Risk will be billed in accordance with the GMP for actual costs and may
be subject to audit by City.
17.6.2.1
Qualifications based selection of a Subcontractor(s)/Supplier(s) should only occur prior to
the submittal of the GMP Proposal.
17.6.2.2
If a Subcontractor/Supplier selection plan was submitted and agreed to by City, CM@Risk
must apply the plan in the evaluation of the qualifications of a Subcontractor(s) or
Supplier(s) and provide City with its review and recommendations.
17.6.2.3
CM@Risk must receive written City approval for each selected Subcontractor(s) and
Supplier(s).
17.6.2.4
CM@Risk must negotiate costs for services/supplies from each Subcontractor/Supplier
selected under this method.
17.6.3
All Work must be competitively bid unless a Subcontractor or Supplier was selected pursuant
to Section 17.6.2 above.
17.6.3.1
CM@Risk must develop Subcontractor and Supplier interest, submit the names of a
minimum of three qualified Subcontractors or Suppliers for each trade in the Project for
approval by City and solicit bids for the various Work categories. If there are not three
qualified Subcontractors/Suppliers available for a specific trade or there are extenuating
circumstances warranting such, CM@Risk may request approval by City to submit less
than three names. Without prior written notice to City, no change in the recommended
Subcontractors/Supplies will be allowed.
17.6.3.2
If City objects to any nominated Subcontractor/Supplier or to any self-performed Work for
good
reason, CM@Risk must nominate a substitute Subcontractor/Supplier that is
acceptable to City.
17.6.3.3
CM@Risk must distribute Drawings and Specifications, and when appropriate, conduct a
Pre- Bid Conference with prospective Subcontractors and Suppliers.
17.6.3.4
If CM@Risk desires to self-perform certain portions of the Work, it must request to be one of
the approved Subcontractor bidders for those specific bid packages. CM@Risk’s bid will
be evaluated in accordance with the process identified below. If events warrant and City
concurs that it is necessary in order to ensure compliance with the Project Schedule
and/or the most recent Detailed Cost Estimate, CM@Risk may be authorized to self-
perform Work without bidding or rebidding the Work. When CM@Risk self-performs work
without bidding, only the actual costs associated with performing the Work in accordance
with the approved GMP will be billed and may be subject to audit by City.
17.6.3.5
CM@Risk must receive, open, record and evaluate the bids; provided, however, that if
CM@Risk or one of its affiliates is bidding to self-perform the Work that is the subject of the
bid, then the bids must be received, opened, recorded and evaluated by Project Manager
General Conditions
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GC-73 of 75
instead of CM@Risk. Bids for each category of Work must be opened and recorded at a
pre-determined time. The apparent low bidders must be interviewed to determine the
responsiveness of their proposals. In evaluating the responsiveness of bid proposals
CM@Risk, in addition to bid price, may consider the following factors: past performance
on similar projects, qualifications and
experience of personnel assigned, quality
management plan, approach or understanding of the
Work to be performed, and
performance
schedule
to
complete
the
Work.
The
final
evaluation
of
Subcontractor/Supplier bids must be done with Project Manager in attendance to observe
and witness the process. CM@Risk must resolve any Subcontractor/Supplier bid withdrawal,
protest or disqualification in connection with the award at no increase in the Cost of Work.
17.6.4
CM@Risk will be required to prepare two different reports on the subcontracting process.
17.6.4.1
Within fifteen days after each major Subcontractor/Supplier bid opening process;
CM@Risk must prepare a report for City’s review and approval identifying the
recommended Subcontractors/Supplier for each category of Work. The report must detail:
(a) the name of the recommended Subcontractor/Supplier and the amount of the
Subcontractor/Supplier bid for each sub-agreement; (b) the sum of all recommended
Subcontractor/Supplier bids received; (c) and trade work and its cost that CM@Risk intends
to self-perform, if any.
17.6.4.2
Upon completion of the Subcontractor/Supplier bidding process, CM@Risk must submit
a summary report to City of the entire Subcontractor/Supplier selection process. The report
must indicate, by bid process, all Subcontractors/Suppliers contacted to determine
interest, the Subcontractors/Suppliers solicited, the bids received and costs negotiated,
and the recommended Subcontractors/Suppliers for each category of Work.
17.6.5
The approved Subcontractors/Suppliers will provide a Schedule of Values with their bid
proposals, which will be used to create the overall Project Schedule of Values.
17.6.6
If after receipt of sub-bids or after award to Subcontractors and Suppliers, City objects to
any nominated Subcontractor/Supplier or to any self-performed Work without any
reasonable basis, CM@Risk must nominate a substitute Subcontractor or Supplier,
preferably if such option is still available, from those who submitted Subcontractor bids
for the Work affected. Once such substitute Subcontractors and Suppliers are consented
to by City, CM@Risk’s proposed GMP for the Work or portion thereof must be
correspondingly adjusted to reflect any higher or lower costs form any such substitution.
17.7
GMP PROPOSAL
17.7.1
When a GMP Proposal is submitted for a phase of the Work, the GMP will have a Detailed Cost
Estimate of the Costs of the Work (as set forth in Section 15.2) in each phase of the Work
that is being proposed plus the current estimate for all other Work. City will not approve
the GMP for the phase of work without a total estimate for the complete Project. City may
request a GMP Proposal for all or any portion of the Project and at any time during pre-
construction. Any GMP Proposals submitted by CM@Risk must be based on and consistent
with Baseline Cost Model and the current update/revised Detailed Cost Estimate at the
time of the request and include any clarifications or assumptions upon which the GMP
Proposal(s) are based.
17.7.2
A GMP Proposal for the entire Project will be the sum of the Cost of the Work, CM@Risk Fee,
and General Conditions Cost. CM@Risk guarantees to complete the Project at or less than
General Conditions
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the final GMP Proposal amount plus approved Change Orders. CM@Risk will be responsible
for any costs for expenses that would cause the Cost of the Work actually incurred,
including the Construction Fee and General Conditions Costs, to exceed the GMP.
17.7.3
CM@Risk must prepare its GMP Proposal in accordance with City’s request for GMP Proposal
requirements based on the most current completed Drawings and Specifications at that
time, which unless otherwise directed by City in writing, will be at 100% Construction
Drawings. CM@Risk must mark the face of each document of each set upon which its GMP
Proposal is based.
These documents must be identified as the GMP Plans and
Specifications. CM@Risk must send one set of those documents to the Project Manager,
keep one set and return the third set to the Design Professional.
17.7.4
An updated/revised Detailed Project Schedule, Equipment Plan, and Schedule of Values
must be included in any GMP Proposal(s), all of which must reflect the GMP Plans and
Specifications the Detailed Project Schedule must be shown in relationship to the Project
Schedule and identify any variance to the Baseline Project Schedule. Any such Detailed
Project Schedule updates/revisions must continue to comply with the requirements of
Section 17.3.1 through 17.3.5.
17.7.5
GMP Proposals(s) Review and Approval
17.7.5.1
CM@Risk must meet with the Project Team to review the GMP Proposal(s) and the written
statement of its basis. In the event the Project Team discovers inconsistencies or
inaccuracies
in the information presented, CM@Risk must make adjustments as
necessary to the GMP Proposal.
17.7.5.2
If during the review and negotiation of GMP Proposals design changes are required, City
may authorize and cause the Design Professional to revise the GMP Plans and Specifications
to the extent necessary to reflect the agreed-upon assumptions and clarifications contained
in the final approved GMP Proposal. Such revised GMP Plans and Specification will be
furnished to CM@Risk. CM@Risk must promptly notify the Project Team in writing if any
such revised
GMP Plans and Specifications are inconsistent with the agreed upon
assumptions and clarifications.
17.7.6
All portions of or items comprising the GMP Proposal are subject to audit by City, as
deemed appropriate by City, including, without limitation, any based upon unit prices or
Work to be self- performed by CM@Risk, or its affiliates.
17.8
PAYMENT PROCEDURE FOR PRE-CONSTRUCTION SERVICES
17.8.1
Requests for monthly payments by CM@Risk for Pre-Construction Services must be
submitted monthly and must be accompanied by a progress report, detailed invoices
and receipts, if applicable. Any requests for payment must include, as a minimum, a
narrative description of the tasks accomplished during the billing period, a listing of any
Deliverables submitted, and copies of any Subconsultants’ requests for payment, plus
similar narrative and listings of Deliverables associated with their Work. Payment for
services negotiated as a lump sum will be made in accordance with the percentage of work
completed during the preceding month.
17.8.2
In no event will City pay more than seventy-five (75%) of the Agreement Price until
acceptance of ALL Pre-Construction Services and award of the final approved Construction
Services Agreement for the entire Project by City Council. If CM@Risk does not prepare a
General Conditions
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GC-75 of 75
GMP Proposal that is acceptable to City, or the GMP Proposal exceeds the City’s
Construction Budget, then CM@Risk understands and acknowledges that it will forfeit any
right to receive the 25% of the Agreement Price being retained by City.
17.8.3
CM@Risk agrees that no charges or claims for costs or damages of any type will be made by
it for any delays or hindrances beyond the reasonable control of City during the progress of
any portion of Pre-Construction Services specified in this Agreement. Such delays or
hindrances, if
any, will be solely compensated for by an extension of time for such
reasonable period and may be mutually agreed between the parties. It is understood
and agreed, however, that permitting CM@Risk to proceed to complete any such Services,
in whole or in part after the date to which the time of completion may have been extended,
will in no way act as a waiver on the part of City of any of their respective legal rights herein.
17.8.4
No compensation to CM@Risk will be allowed contrary to Article I, Chapter I, Title 34 of the
Arizona Revised Statutes.
17.8.5
If any service(s) executed by CM@Risk is abandoned or suspended in whole or in part, for
a period of more than 180 days through no fault of CM@Risk, CM@Risk is to be paid for
the services performed prior to the abandonment or suspension.
17.9
SURVIVAL OF THE DESIGN SERVICES AGREEMENT, DUTIES, OBLIGATIONS AND
WARRANTIES
If the GMP Proposal is accepted by City and a Construction Agreement is entered into
between City and CM@Risk, the duties, obligations and warranties of CM@Risk under the
Pre- Construction Services Agreement survive and are incorporated into the resulting
Construction Agreement.
App’d 7/20/2022
APP-1 of 33
General Conditions Appendices
SECTION 15 – APPENDICES
The following Appendices attached hereto are referenced in the General Conditions and
are incorporated herein.
Appendix 1 – Policy Statement for Calculating Delays and Damages
Appendix 2 – Cost Reduction Incentive Proposals for Design Bid Build Agreements
Appendix 3 – Contractor’s Affidavit Regarding Settlement of Claims
Appendix 4 – Forms of Performance Bond
Appendix 5 – Forms of Payment Bond
Appendix 6 – Dispute Resolution
Appendix 7 – Certificate of Completion
Appendix 8 – Construction Sign Detail
Appendix 9 – Cost of the Work (Applicable solely to Construction Manager at Risk and
Job Order Contracting)
Appendix 10 Landscape Establishment Period
App’d 7/20/2022
APP-2 of 33
General Conditions
Appendix 1
CALCULATING DELAYS AND DAMAGES
The purpose of this policy statement is to establish guidelines and procedures for negotiation between
the Contractor and City of Chandler relating to compensation for delays pursuant to Arizona Revised
Statutes (A.R.S.) 34-221(F). This policy statement contains notice requirements in addition to those set
forth in the Agreement Documents, and will be the Agreement Provision contemplated by that statute.
NOTE: As used herein, the term “Engineer” will refer to the City of Chandler City Engineer or
his/her designated representative. Nothing in this Policy Statement will be construed to void any
provision in the Agreement which requires timely notice of delays or provides for arbitration or
any other procedure for settlement or provides for liquidated damages.
I.
TYPES OF DELAYS:
For the purposes of this document, there are essentially four types of delays encountered by
City of Chandler Construction Contractors; excusable/compensable, excusable/non-
compensable, non- excusable, and concurrent. Only delays that extend Agreement
Completion Time set forth in the Agreement Document will be considered for issues
relating to Agreement extensions or additional compensation. All other delays are
considered to be activity delays and do not entitle the Contractor to either time extensions
or additional compensation. Agreement Completion Time will be defined as the date set forth
in Maricopa Association of Governments (MAG) Uniform Standard Specification Section 101
and as may be modified by the Agreement Documents.
A.
Excusable/Compensable:
These are delays caused solely by the City’s actions or inactions, are unreasonable
under the circumstances, and which were not within the contemplation of the
parties to the Agreement at or prior to the time of execution of the Agreement.
Since the Contractor presumably has no control over the events causing the delay,
he may be entitled to both Agreement time extensions and additional compensation
for delay damages. Further, he/she may be entitled to additional compensation from
the impact of that delay on other work. Examples of excusable/compensable (E/C)
delays include: failure to properly locate an underground City-owned utility within 2
feet of the actual location; failure to relocate City-owned utilities far enough in
advance of construction in an area where the Contractor is scheduled to work that
it delays start or completion of the Contractor’s regularly scheduled work; failure
to provide City-furnished equipment or materials in a timely manner if required by
the Agreement; failure to acquire necessary Right-of-Way or Public Utility Easements
prior to the Contractor beginning Work in the area; failure to timely return Shop
Drawings or other Agreement Submittals in accordance with the Agreement;
unreasonable delay by the City in making decisions which affect critical activities;
surveying errors when the City is contractually responsible for providing Project
Surveying. This list is not meant to be all inclusive, but is intended merely as examples
of the type of City action or inaction which can result in a Contractor’s claim for
additional time and compensation.
App’d 7/20/2022
APP-3 of 33
General Conditions
Appendix 1
B.
Excusable/Non-compensable:
These are delays over which neither the City nor the Contractor had control. Since
both parties to the Agreement have been potentially damaged by the delay, but
neither have caused it, only Time Extensions are warranted. Examples of excusable,
non-compensable (E/N) delays include: unusually severe weather; fire; acts of God;
failure of non-City owned utilities (SRP, CenturyLink, Cable TV, Southern Pacific
Railroad, and Southwest Gas, etc.) to properly or timely locate accurately; failure of
non-City owned utilities to relocate in advance of construction; the voluntary or
involuntary filing for Bankruptcy protection by a Supplier or Subcontractor which
causes the Supplier/Subcontractor to fail to meet a contractual deadline provided the
Contractor can provide documentation that he/she executed the required Purchase
Orders/Subcontract Agreements and received delivery schedules which, if met,
would have eliminated the delay; delays as a result of an incomplete shutdown of a
City or non-City owned utility main (the City does not guarantee a complete
shutdown). This list also is not necessarily all inclusive but merely indicative of type
and class of E/N delays.
C.
Non-excusable/Non-compensable:
These are delays caused by the actions or inactions of Contractor or an officer,
employee, agent, Subcontractor, Supplier or any other party for whom the Contractor
is responsible. Since the Contractor has assumed responsibility for the risks
associated with the events that caused the delay, he/she are not entitled to either time
extensions or monetary delay damages. All non-excusable delays are also non-
compensable. Examples of non- excusable, non-compensable (N/N) delays include:
failure to perform by the Contractor, its Subcontractors and/or Suppliers (except as
noted in section I.B above); failure to provide adequate labor, materials, and/or
equipment on the Project; failure to perform contractually-required coordination
with utilities, agencies and other Contractors; failure to notify the Engineer, in writing,
of delay impacts within two working days, as required by MAG 104.2.3, or the next
work day, as required by MAG 109.8.2; failure to timely submit Shop Drawings; failure
to pothole or otherwise visually locate utilities sufficiently ahead of the Work to allow
the Engineer to direct corrective action when necessary; delays due to retesting of
previously failed work, re-inspection, and/or restaking resulting from faulty
workmanship, poor quality control, or lack of compliance with Agreement
Specifications. Again, this list is not necessarily all inclusive.
D.
Concurrent:
When two or more delays occur simultaneously or overlap, each delay is analyzed
separately to determine its impact on the overall project completion date based on
when that delay started. Once again, only those delays which actually extend the
Agreement completion time are considered as delays. The concurrent delay is
considered an additional delay only to the extent it prolongs the delay to the
Agreement Completion Time beyond the date that the one it is concurrent with had
already delayed that date. For example, if two delays are concurrent, and one is five
days long and the second is seven days long, the second concurrent delay will only
extend the Agreement Completion Time by two days. The same method of analysis is
App’d 7/20/2022
APP-4 of 33
General Conditions
Appendix 1
used when there are multiple concurrent delays. Only those extending the Project
Completion Date are considered to be delays for the purposes of this policy. The
portion of each concurrent delay that delays the completion of the work is classified
in the same manner as described previously for individual delays and being either E/C,
E/N or N/N.
An example of a concurrent delay is where the City delays furnishing material, but
the Contractor could not have installed it anyway due to unusually severe weather. The
effect of the first delaying activity will extend for the full duration and will be
considered controlling on the Contractor’s schedule. A subsequent, concurrent delay
will thereafter only be considered to effect the project completion (if at all) once the
first delaying activity has ceased to impact the project completion. In this case, if the
unusually severe weather continued and delayed the work after the material was
delivered, the first portion of the delay would be classified E/C (delay for material)
and the second as E/N (delay due to unusually severe weather). Using the procedure
set forth above, the entire concurrent portion would be considered E/C as shown in
the chart which follows.
Example of a Concurrent Delay:
E/C Delay
E/N Delay
City Related Material Delay
Rain Delay
II.
ANALYZING THE DELAY:
The Contractor must provide all documents required or requested by the Engineer to analyze the
delay(s). It is important to understand that, prior to the delay analysis, delays and their impacts are
alleged issues. The information the Contractor provides will be compared with the Inspector’s Daily
Log, Schedules and other available Project information and together they will support or refute that
delays occurred and, if so, how they impact other work and the overall project completion. The
Contractor’s delay in providing these documents will be considered prima facie evidence that either
the delay did not occur or it did not impact the Project Completion Date and any claim for time
extension or damages will be denied.
The Engineer will accept delay analyses in CPM format, as these may demonstrate to his/her
satisfaction whether or not Project Completion has been impacted by a specific event. If the Contractor
chooses not to use CPM scheduling procedures, then the burden will be on the Contractor to prove
to the Engineer’s satisfaction that the Project Completion has been impacted. The procedures
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APP-5 of 33
General Conditions
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below assume that the Contractor is using CPM scheduling methods. As a minimum the Contractor
must provide the following materials to the Engineer:
A.
As-Planned Schedule. The initial construction schedule, required by the Agreement
Documents, will be considered the baseline schedule. It is to the Contractor’s
advantage that the As-Planned (baseline) Schedule be as detailed as possible in order
for delays, as they occur, to be incorporated into the schedule in representative
locations. It is also to the Contractor’s advantage to use a computer software program
to generate the schedule since updated schedules are required monthly by the
Agreement Documents and since updated schedules are required to support
delays and requests for additional compensation for delays. The As-Planned
(baseline) Schedule must be presented in network format which clearly shows the
interrelationships of the activities. The Contractor must also provide a printout of the
activities showing early start, early finish, late start, late finish, duration and float. The
activity list printout must also indicate predecessor and successor activities.
B.
As-Built Schedules. The as planned (baseline) schedule must be updated with
complete progress-to-date information (actualized) up to the date of the start of the
alleged delay. Each updated schedule will serve as the as-built schedule for analyzing
the alleged delay and provide a new baseline as-planned schedule for the next delay.
This process must be repeated for each alleged delay as it occurs. In updating the
baseline schedule, the alleged delay must be treated as an activity and inserted into the
schedule as a predecessor to the impacted activity (ies). When an activity that has
already started is impacted, it is preferable to divide this activity into two parts and
show the impact affecting the second part. For schedules which incorporate a time
line (or data date), the delay activity must be inserted at the time it actually occurred.
Some software scheduling programs have a PAUSE-RESUME feature that can be
used to facilitate the requirements. The updated schedule must also be accompanied
by a listing of activities as with the baseline schedule. This activities list must contain
the alleged delay as an activity showing the duration and the activities which are
predecessors and successors to it. When computer generated schedules are used,
the Contractor must provide, in electronic media format, the complete data files for
the updated schedule that included the delay activity, preferably either in Suretrak
or in Microsoft Project. Each electronic media must contain a label identifying the
Project name, Contractor’s name, program name and version number, data date
and project finish date.
C.
Other Documents: In order to determine the amount of the alleged delay and if it
is compensable, the Contractor must provide all backup documentation relevant to the
issue and as required by the Engineer. This documentation must include copies of
such items as: purchase orders; delivery schedules; correspondence; memoranda of
telephone calls; force account daily worksheets (initialed by the Inspector); payroll
data; estimating (bid) worksheets; and any other materials which may be requested
by the Engineer.
D.
Procedure: Only after receipt of sufficient documentation will the Engineer analyze
each alleged delay and determine if it is supported or refuted. If supported, the
Engineer will determine if it is excusable or non-excusable, compensable or non-
App’d 7/20/2022
APP-6 of 33
General Conditions
Appendix 1
compensable. If the Engineer determines that the delay did not affect the Project
Completion, the as-planned schedule, which has been updated to the date of the
alleged delay, must be revised to indicate this. If the Engineer determines the delay
did occur but was N/N, then no time extension will be granted. It is imperative that
an actualized schedule be submitted as soon as the occurrence of the alleged delay
is known. In no event will the Contractor submit an actualized updated schedule
later than 60 days after the occurrence of the alleged delay becomes known.
If the Engineer determines the delay did occur and was excusable but, due to a
reason listed in section I.B. is non-compensable, he/she will determine the length of
the E/N delay and prepare a Change Order to add that time to the Agreement. The
Engineer’s decision will be final.
If the Engineer determines the delay was excusable and compensable, he/she will
determine the length of the E/C delay and proceed to review the Contractor’s damage
calculations in accordance with Section III. The Engineer will check the Contractor’s
calculations, review the backup documentation provided, and prepare a Change
Order to cover both the additional compensation and the time extension. The
Engineer’s decision on both the time extension and additional compensation for the
delay will be final.
If the issue involves a concurrent delay, the Engineer will analyze available data
to determine the portions which are E/C, E/N, and/or N/N as described above. The
Engineer will proceed to determine the length of E/C delay and verify the Contractor’s
delay damage calculations, if any are provided. Upon completion of this review, the
Engineer will prepare a Change Order for the Contractor’s review and signature.
The Engineer’s decision regarding excusable delay and additional compensation for
the delay is final.
The amount of time the Engineer will require to analyze the alleged delay(s) will
depend upon the Engineer’s workload, the complexity of the delay analysis,
availability of supporting data, extent of cooperation by the Contractor, and other
factors beyond the Engineer’s control. It is entirely possible other delay(s) may occur
while the Engineer is analyzing particular claim for delay(s). The Engineer’s failure to
respond to the Contractor in a set period of time will not be used as the basis for
a further delay claim or as justification for extending and existing delay claim. The
time required for delay analysis by the Engineer will not be counted against the time
allotted for processing Final Payment as required by (MAG Section 109.7(B)) or the
release of retention and Final Payment as prescribed by A.R.S. Arizona Revised
Statutes §34-221.
III.
CALCULATING MONETARY DELAY DAMAGES:
Additional compensation for delay, when authorized by the Engineer, will be calculated in accordance
with MAG Section 109.5 ACTUAL COST WORK with the following exceptions:
A.
No additional compensation or other monetary damages will be awarded or paid for
any loss of anticipated profits by the Contractor, Subcontractors or Suppliers.
App’d 7/20/2022
APP-7 of 33
General Conditions
Appendix 1
B.
No additional compensation or other monetary damages will be awarded for home
office overhead or non-project general conditions of the Contractor, Subcontractors
or Suppliers.
C.
Equipment:
1.
Contractor-owned equipment rate calculations must be computed in
accordance with Section 109.04(D)(3), Arizona Department of Transportation
“Standard Specifications for Road and Bridge Construction,” 2008 or latest
edition and as modified herein. Year and regional adjustment factors must be
based on the most recent publications of the Rental Rate Blue Book for
Construction
Equipment, published
by
the
Equipment
Guide-Book
Company, San Jose, CA, same as provided by ADOT and in print as of the
date of alleged delay. In no event will the compensation for Contractor-
owned equipment exceed the purchase price, including tax, paid by the
Contractor for the equipment. Compensation will not be allowed for small tools
or equipment that show a daily equipment rental rate of less than $5.00 per
day or for unlisted equipment that has a value of less than for hundred
dollars ($400.00).
2.
For leased and rented equipment or equipment not otherwise listed in the
Blue Book, rental contracts, or other supporting data will be used to establish
the hourly rate. No hourly operating expense will be allowed for delay on
standby equipment. In no case will equipment be considered for rental which
exceeds the hourly rate for the first eight hours and the daily rate divided
by eight for all additional hours as compared with similar equipment listed in
the Blue Book. The hourly standby rate must be computed as the lesser of:
a.
Dividing the monthly invoice or rental value by 176 hours
per month when the equipment is utilized by the Contractor
for more than three weeks;
b.
Dividing the monthly invoice or rental value by 40 hours per
week when the equipment is utilized by the Contractor for
more than three days.
In no event will compensation be paid for delay at more than
8 hours per day or 40 hours per week.
3.
Except for vehicles used by supervisory personnel, all equipment will be paid
at the “standby” rate during the delay period.
4.
Equipment brought solely to mitigate the delay (such as pumps, light plants,
etc.) may be paid in accordance with ADOT section 109.04(D) (3).
5.
The Blue Book regional adjustment will apply in determining rental rates.
D.
Material:
Allowable material charges may include, in addition to material incorporated in the
App’d 7/20/2022
APP-8 of 33
General Conditions
Appendix 1
work material used to mitigate the delay such as barricades, plates, shoring, cold
mix, etc. Except in emergencies the Contractor will not employ such material
without the prior written approval of the Engineer.
E.
Labor:
1.
Except for Supervisory Personnel (Superintendent, Project Engineer, and
Foremen), labor wages will not be paid after the first one-half day of claimed
delay or impact. It is expected the Contractor will reassign or layoff
unneeded employees.
2.
For Foreman wages to be included, that Foreman must have been actively
employed on the project prior to the commencement of the delay and be
directly responsible for the activity being delayed.
3.
Labor burden must be actual amounts incurred but must not exceed the
ADOT approved rate.
F.
All costs (equipment, material, and labor) must be substantiated by the City of
Chandler’s Daily Work Reports.
IV.
DOCUMENT REQUIRED FOR CLAIM ANALYSIS:
For purposes of reviewing the Contractor’s request for additional compensation, it will be required
that the Contractor submit the following listed information. Information requested must be prepared
on forms which are substantially similar to the City of Chandler’s Daily Work Report form, a copy of
which is attached as an exhibit.
A.
Labor:
For each employee, laborer, and foreman, for which compensation is requested:
Name, classification, dates of work performed, daily hours worked, total hours worked,
labor rates, labor burden rates, overtime or premium time charges. Further, the
Contractor must make available for inspection and copying to the Engineer the
following listed documentation.
1.
Certified payroll reports for the period of work claimed.
2.
Accounting of Fringe Benefits – certified by a CPA.
3.
Contractor’s and Subcontractor’s daily field reports and daily diaries.
B.
Materials:
For all materials for which compensation is requested, if any, total quantities of
materials, prices, extensions and transportation costs must be provided on a daily
basis. Further, the Contractor must make available for inspection and copying to the
Engineer the following listed documentation.
1.
Invoices for all materials incorporated.
2.
Weigh tickets.
3.
Purchase orders.
App’d 7/20/2022
APP-9 of 33
General Conditions
Appendix 1
4.
Delivery schedules.
5.
Quotes or proposals from manufacturers or supplier.
6.
Freight bills, Bills of Lading, or other documentation to show transportation
costs.
7.
Restocking charges-invoices from vendor.
C.
Equipment:
For all equipment, the Contractor must provide the Engineer with the designation,
dates and hours of usage, dates and hours of standby, if any, daily hours, total hours,
rental rates and extension for each unit of equipment and machinery. Rental
rates will be as established in Section III. Further, the Contractor must make available
for inspection and copying to the Engineer the following listed documentation.
1.
Owned:
a.
Purchase contracts(s).
b.
Depreciation schedule(s).
c.
Invoices for fuel, lube, repairs and other operating costs.
2.
Leased:
a.
Lease agreement with hourly rate, overtime rate, double shift rate, etc.
b.
Invoices or other documentation showing hours worked on a daily
basis.
D.
Subcontractors/Owner-Operators:
In the event the Contractor submits a claim which includes requests for compensation
for Subcontractors of Owner-Operators, the same information requested of the
Contractor must be provided by the Subcontractor/Owner-Operator. Further, the
Contractor must make available for inspection and copying to the Engineer the
following listed documentation.
1.
Bid/Estimate work sheets and/or spreadsheets.
2.
Subcontract Agreements or Agreements with Owner-Operator.
3.
All invoices and billing statements received from the Subcontractor/Owner-
Operator which relates to the amount requested.
E.
Miscellaneous:
Further, the Contractor must make available for inspection and copying to the Engineer
the following listed documentation.
1.
Evidence of payment for bonds and insurance premiums (MAG 109.5.6).
2.
Taxes – unless the Contractor can show otherwise, taxes are reimbursable at
65% of the total cost (less bonds and insurance).
V.
TIME LIMIT ON SUBMISSIONS OF CLAIM FOR DELAY OR IMPACT DAMAGES:
No claims for delay or impact damages will be considered or allowed more than 45 days after the
event or occurrence which the Contractor claims gives rise to the delay or impact. In no event will a
App’d 7/20/2022
APP-10 of 33
General Conditions
Appendix 1
claim for delay or impact damages be considered after submission by the Contractor of the Final
Payment Request.
App’d 7/20/2022
APP-11 of 33
General Conditions
Appendix 2
COST REDUCTION INCENTIVE PROPOSALS
FOR DESIGN BID BUILD AGREEMENTS
The Contractor may submit to the Engineer proposals for modifying the Plans, Specifications, or
other requirements of the Agreement for the sole purpose of reducing the total cost of Project
construction. The proposals must not impair in any manner the essential functions or characteristics
of the project; including but not limited to service life, economy of operations, ease of maintenance,
desired appearance, compatibility with existing or planned equipment, standardization of systems,
or design and safety standards.
It must not be inferred from this Policy that the Engineer is required to consider any proposal
submitted.
Submissions that propose changes in the basic design of a bridge, propose changes in pipe line
size, materials, bedding conditions, pipe specifications; or that propose any change in pavement design
will not be considered.
Proposals submitted pursuant to this Policy will be identified as Cost Reduction Incentive Proposals.
They must be submitted in writing and, at a minimum, contain the following.
1.
Complete the attached or similar cost reduction incentive proposal form.
2.
A description of both the existing Agreement Requirements for performing the work
and the proposed changes.
3.
All Engineering Drawings and computations necessary for the thorough and
expeditious evaluation.
4.
An itemization of the existing Agreement Requirements that must be changed if the
Proposal is adopted and a recommendation as to the manner in which the change
should be made.
5.
A detailed estimate of the cost of performing the Work under the existing
Agreement and under the proposed changes, including the cost of developing and
implementing the changes.
6.
The Agreement items affected by the proposed changes and any variations in
quantities resulting from the changes.
7.
An objective estimate of any effects the proposal will have on collateral cost to the
City, costs of related items, and cost of maintenance and operation.
8.
A statement as to the effect that the Proposal will have on the time for the completion
of the Project.
9.
A statement as to the time by which a Change Order adopting the Proposal must
be executed or when the Engineer must have given verbal approval.
App’d 7/20/2022
APP-12 of 33
General Conditions
Appendix 2
Proposals will be processed expeditiously; however, the City will not be liable for any delay in acting
upon any Proposal nor for any failure to accept any Proposal pursuant to this Special Provision.
The Engineer will be the sole judge of the acceptability of a Proposal and of the estimated net savings
in construction costs from the adoption of all or any part of the Proposal. The Contractor will be
notified in writing by the Engineer as to whether his/her Proposal has been accepted. The decision by
the Engineer is final.
When the City deems such action to be appropriate, it reserves the right to require the Contractor to
share equally in the cost to the City of investigating, evaluating, and processing the proposal as a
condition for the consideration of such Proposal. Such cost must be shared whether the Proposal is
accepted or rejected. When such a condition is imposed, the City will estimate these costs and the
Contractor must indicate his acceptance thereof in writing. Such acceptance will authorize the City to
deduct the Contractor’s share of the costs from any monies due or that may become due to the
Contractor under the Agreement.
If the Contractor’s Proposal is accepted in whole or in part, the necessary Agreement Modifications
and Agreement Price Adjustments will be affected by the execution of a Change Order which will
specifically state that it is executed pursuant to this Special Provision.
The Contractor must continue to perform the work in accordance with the requirements of the
Agreement until a Change Order incorporating the Proposal has been executed or until he/she has
been given verbal approval by the Engineer that his/her Proposal has been accepted. If the Change
Order has not been executed or he/she has not been given verbal approval on or before the date
specified on the attached cost reduction incentive proposal form or on or before such other date as the
Contractor may have subsequently specified in writing, the Proposal may be deemed to be rejected.
The executed Change Order will incorporate the changes in the Plans, Specifications, or other
requirements of the Agreement which are necessary to permit the Proposal, or such part of it which
has been accepted, to be put into effect, and will include any condition – upon which the City’s
approval thereof is based, if such approval is conditional. The executed Change Order may also
extend the time for the completion of the Agreement if such an extension has been deemed to be
warranted by the Engineer as a result of his evaluation of the Proposal.
The executed Change Order will also establish the estimated net savings in the cost of performing
the Work attributable to the Proposal effectuated by the Change Order. In determining the net
savings, the right is reserved to the Engineer to disregard the Agreement bid prices if, in his/her
judgment, such prices do not represent a fair measure of the value of the Work to be performed or
to be deleted. The net savings will be established by determining the Contractor’s cost of performing
the Work, taking into account his/her cost of developing the Proposal and implementing the change,
and reducing this amount by any ascertainable collateral costs to the City. The executed Change
Order may provide that the Contractor be paid 50 percent of the estimated net savings amount.
The executed Change Order may also provide for the adjustment in Agreement prices. Agreement
prices may be adjusted by subtracting the City’s share of the accrued net savings.
The amount specified to be paid to the Contractor in the executed Change Order which effectuates a
Cost Reduction Proposal will constitute full compensation to the Contractor for the Cost Reduction
App’d 7/20/2022
APP-13 of 33
General Conditions
Appendix 2
Proposal and the performance of the work thereof pursuant to the said Change Order.
Upon acceptance of a Cost Reduction Incentive Proposal, any restrictions imposed by the
Contractor on its use or on disclosure of the information will become void, and the City thereafter
will have the right to use all or any part of the Proposal without obligation or compensation of any
kind to the Contractor.
App’d 7/20/2022
APP-14 of 33
General Conditions
Appendix 2
COST REDUCTION INCENTIVE PROPOSAL FORM
TO:
CIP City Engineer
FROM:
PROJECT NAME:
101/202 REDUNDANT 66-INCH SEWER LINE
CITY PROJECT NUMBER:
WW2402.401
DATE:
Summary of Change (Brief description of proposed change including advantages and disadvantages):
ESTIMATED COST SUMMARY (Attached detailed estimate):
A.
Original Cost:
$
B.
Proposed Cost:
$
C.
Construction Savings (A-B):
$
D.
Gross Savings (Included OH
%, Bond
%)
$
E.
Contractor Implementing
$_
F.
City Implementing Cost:
$_
Reduction in Agreement Price (C+D-E-F) x 50%:
$
Date by which a Change Order must be issued so as to obtain maximum cost reduction:
App’d 7/20/2022
APP-15 of 33
General Conditions
Appendix 3
CITY OF CHANDLER, ARIZONA
PUBLIC WORKS & UTILITIES DEPARTMENT
CONTRACTOR'S AFFIDAVIT REGARDING SETTLEMENT OF CLAIMS
________________________, Arizona
Date ____________________________
Project Name: 101/202 Redundant 66-inch Sewer Line
City Project No.: WW2402.401
To the City of Chandler, Arizona
Gentlemen:
This is to certify that all lawful claims for materials, rental of equipment and labor used in connection
with the construction of the above project, whether by subcontractor or claimant in person, have been
duly discharged.
The undersigned, for the total compensation of $________________________, as set out in the final pay
application, as full and complete payment under the terms of the Agreement, hereby waives and
relinquishes any and all further claims or right of lien under, in connection with, or as a result of the
above described project. The undersigned further agrees to indemnify and save harmless the City of
Chandler against any and all liens, claims or liens, suits, actions, damages, charges and expenses
whatsoever, which said City may suffer arising out of the failure of the undersigned to pay for all labor
performances and materials furnished for the performance of said installation.
Signed and dated at ________________, this _________ day of _______________ 20_____.
__________________________________
CONTRACTOR
By _______________________________
STATE OF ARIZONA
)
) SS
COUNTY OF MARICOPA
)
The foregoing instrument was subscribed and sworn to before me this __________ day of
__________________ 20 _________.
___________________________________
Notary Public
___________________________________
My Commission Expires
App’d 7/20/2022
APP-16 of 33
General Conditions
Appendix 4
PERFORMANCE BOND
ARIZONA STATUTORY PERFORMANCE BOND
PURSUANT TO TITLES 28, 34, AND 41, ARIZONA REVISED STATUTES
(Penalty of this bond must be 100% of the Agreement amount)
KNOW ALL MEN BY THESE PRESENTS THAT:___________________________________________________
(hereinafter "Principal"), and __________________________________________________________ (hereinafter "Surety"), a
corporation organized and existing under the laws of the State of ______________ with its principal office in the City
of _____________________________, holding a certificate of authority to transact surety business in Arizona issued by the
Director of Insurance pursuant to Title 20, Chapter 2, Article 1, as Surety, are held and firmly bound unto
__________________________(hereinafter "Obligee") in the amount of __________________________________________ (Dollars)
($___________), for the payment whereof, Principal and Surety bind themselves, and their heirs, administrators,
executors, successors and assigns, jointly and severally, firmly by these presents.
WHEREAS, the Principal has entered into a certain written Agreement with the Obligee, dated
the ____________ day of _______________________, 20___ for construction of WW2402.401, 101/202 Redundant 66-inch
Sewer Line which Agreement is hereby referred to and made a part hereof as fully and to the same extent as if
copies at length herein.
NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal faithfully performs
and fulfills all the undertakings, covenants, terms, and conditions of the Agreement during the original term of the
Agreement and any extension of the Agreement, with or without notice of the Surety, and during the life of any
guaranty required under the Agreement, and also performs and fulfills all the undertakings, covenants, terms,
conditions, and agreements of all duly authorized modifications of the Agreement that may hereafter be made,
notice of which modifications to the Surety being hereby waived, the above obligation is void. Otherwise it remains
in full force and effect.
PROVIDED, HOWEVER that this bond is executed pursuant to the provisions of Title 34, Chapter 2, Article 2,
Arizona Revised Statutes, and all liabilities on this bond will be determined in accordance with the provisions of Title
34, Chapter 2, Article 2, Arizona Revised Statutes, to the same extent as if it were copied at length in this Agreement.
The prevailing party in a suit on this bond may recover as part of the judgment reasonable attorney fees
that may be fixed by a judge of the court.
Witness our hands this ________________ day of ____________________, 20__.
____________________________________
PRINCIPAL
SEAL
___________________________________
AGENT OF RECORD
By _________________________________
____________________________________
SURETY
SEAL
___________________________________
AGENT ADDRESS
App’d 7/20/2022
APP-17 of 33
General Conditions
Appendix 5
PAYMENT BOND
ARIZONA STATUTORY PAYMENT BOND
PURSUANT TO TITLES 28, 34, AND 41, OF THE ARIZONA REVISED STATUTES
(Penalty of this Bond must be 100% of the Agreement amount)
KNOW ALL MEN BY THESE PRESENTS THAT:________________________________________________
(hereinafter "Principal"), as Principal, and _________________________________________(hereinafter "Surety"), a
corporation organized and existing under the laws of the State of __________________ with its principal office in the
City of __________________, holding a certificate of authority to transact surety business in Arizona issued by the
Director of the Department of Insurance pursuant to Title 20, Chapter 2, Article 1, as Surety, are held and firmly
bound
unto
________________________
(hereinafter
"Obligee")
in
the
amount
of
______________________________________________ (Dollars) ($___________), for the payment whereof, the Principal and
Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally,
firmly by these presents.
WHEREAS, the Principal has entered into a certain written Agreement with the Obligee, dated the _________ day of
_______________________, 20___ for construction of WW2402.401, 101/202 Redundant 66-inch Sewer Line which
Agreement is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein.
NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Principal promptly pays all
moneys due to all persons supplying labor or materials to the Principal or the Principal's subcontractors in the
prosecution of the work provided for in said Agreement, this obligation is void. Otherwise it remains in full force
and effect.
PROVIDED, HOWEVER that this bond is executed pursuant to the provisions of Title 34, Chapter 2, Article 2
Arizona Revised Statutes, and all liabilities on this bond will be determined in accordance with the provisions,
conditions and limitations of Title 34, Chapter 2, Article 2, Arizona Revised Statutes, to the same extent as if it were
copied at length in this Agreement.
The prevailing party in a suit on this bond may recover as part of the judgment reasonable attorney fees
that may be fixed by a judge of the court.
Witness our hands this ________________ day of ____________________, 20__.
____________________________________
PRINCIPAL
SEAL
___________________________________
AGENT OF RECORD
By _________________________________
____________________________________
SURETY
SEAL
___________________________________
AGENT ADDRESS
App’d 7/20/2022
APP-18 of 33
General Conditions
Appendix 6
DISPUTE RESOLUTION
A.
INFORMAL DISPUTE RESOLUTION
The parties to the Agreement agree that time is of the essence in relation to
performance of the Agreement and completion of the Project, therefore any and all
disputes in relation to the Agreement will initially be referred to the Project Manager,
the Design Professional Representative and/or the Contractor Representative as
applicable to the dispute, for immediate resolution. If, after good faith efforts to reach
a resolution, none is reached, any party to the dispute may submit the dispute to
the Dispute Resolution Representative (“DRR”) process set forth below, which is
intended to be an expedited process.
B.
DISPUTE RESOLUTION REPRESENTATIVE (“DRR”) PROCESS
1.
The Parties under the Agreement agree that all claims and disputes in relation
to the Project which are not resolved in the ordinary course of the Project
(“Claim” or “Claims”) will, as a prerequisite to any mediation, or litigation of
the Claim, first be submitted for resolution between the designated
Dispute Resolution Representatives of the Parties as set forth herein (the “DRR
Process”).
2.
The DRR Process will be initiated through service of a DRR Notice as set forth
below:
a.
For claims by the Contractor or the Design Professional, the DRR
Process will be initiated by the party asserting the claim serving written
notice on the City setting forth in detail: (i) the basis for the claim; (ii) the
effect of the Claim upon the construction of, and/or Project Schedule
for, the Project;
(iii) the specific relief requested, the amount thereof, and how such
was calculated; (iv) the parties involved in the Claim, and how they
are involved; (v) the specific Agreement provisions in the Agreement
Documents (including, if applicable, drawings and specifications) which
apply; and (vi) efforts made to date to resolve the Claim.
b.
For claims by the City, the DRR process will be initiated by the City
providing written notice to the other parties of the basis and amount
of its claim, the parties involved in the Claim, and how they are
involved, the provisions in the Agreement Documents that apply, and
the relief requested.
c.
The DRR Notice will be hand-delivered and e-mailed to the other
parties’ designated Dispute Resolution Representatives.
3.
The other parties will respond in writing to the DRR Notice (“DRR Response”)
within ten (10) calendar days of receipt of the DRR Notice, setting forth those
items set forth in the DRR Notice that they agree with, dispute, and/or have
questions concerning. The DRR Response will be hand-delivered and e-mailed
to the other parties’ Dispute Resolution Representatives.
App’d 7/20/2022
APP-19 of 33
General Conditions
Appendix 6
4.
The designated Dispute Resolution Representatives for the Parties to the
claim will then meet as soon as possible and in any event within twenty (20)
calendar days of submission of the DRR Notice (regardless of whether a DRR
Response has been submitted by all parties involved in the dispute), at a
mutually agreed upon time and place, to attempt to resolve the Claim based
upon the DRR Notice and DRR Response.
5.
At any time after the first meeting required above, either party may terminate
the DRR Process by written notice to the other party.
6.
The parties may agree, in writing, to extend or modify the time limits or
other provisions of the DRR process in relation to a specific pending Claim.
7.
Unless otherwise designated in a written notice to the other parties, the City
and the representatives of the Contractor and of the Design Professional will
act as the parties’ designated Dispute Resolution Representatives.
8.
If a resolution of the Claim is reached, that resolution must be set forth in
writing and must be signed by the Parties’ designated Dispute Resolution
Representative. If the resolution involves a change in any Agreement
Documents, the Agreement Price, the Project Schedule, or any other change
requiring a written Change Order or Amendment, the parties must execute
an appropriate written Change Order or Amendment pursuant to the terms
of the Agreement Documents.
C.
MEDIATION
1.
Unless extended by written agreement of the parties involved in the dispute,
any Claim not resolved through the DRR process set forth above within
five (5) calendar days after the meeting required under B (4) above, or after
the DRR is terminated pursuant to B (5) above, whichever is earlier, will be
submitted to mediation as a condition precedent to litigation by either party.
2.
The mediation will be commenced by written demand upon the other party
for mediation. If the parties cannot agree upon a mediator within ten (10)
calendar days of the written demand, either party may make a request to the
Civil Presiding Judge of the Maricopa County Superior Court to appoint a
mediator. The mediation will occur within forth (40) calendar days of the
written demand for mediation, unless the parties agree, in writing, to a longer
period of time.
3.
The qualifications for the mediator will be that he/she be: (a) an experienced
mediator, arbitrator or litigator of construction disputes; and (b) having
engaged a significant portion of his/her time involving and/or resolving
construction disputes for at least the past five (5) years.
4.
Each party will provide to the other party and the mediator all of the
information and documentation required under B(1) and (2) above, together
with any additional information and documentation which the party believes
relevant. In addition, the parties will exchange, and provide to the mediator
such additional memoranda, information and/or documentation, as the
App’d 7/20/2022
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General Conditions
Appendix 6
mediator may request, and in the form and at such times, as the mediator may
direct.
5.
The parties will share the mediator’s fee and any filing fees equally. The
mediation will be held in Chandler, Arizona, unless another location is
mutually agreed upon. Agreements reached in mediation will be specifically
enforceable in any court having jurisdiction thereof.
D.
LITIGATION
Any claim arising out of or related to the Agreement, except Claims relating to aesthetic
effect and except those claims waived as provided for in the Agreement
Documents, must be resolved through litigation in the Maricopa County, Arizona
Superior Court.
App’d 7/20/2022
APP-21 of 33
General Conditions
Appendix 7
CITY OF CHANDLER, ARIZONA
PUBLIC WORKS & UTILITIES DEPARTMENT
CERTIFICATE OF COMPLETION
PROJECT NAME:
101/202 REDUNDANT 66-INCH SEWER LINE
CITY PROJECT NO.:
WW2402.401
If Federally Funded:
FEDERAL NO.:
ADOT NO:
(This section to be completed by Prime)
I HEREBY CERTIFY THAT ALL GOODS AND/OR SERVICES REQUIRED BY CITY OF CHANDLER FOR THIS
PROJECT HAVE BEEN DELIVERED IN ACCORDANCE WITH THE AGREEMENT DOCUMENTS AND BID
SPECIFICATIONS AND ALL ACTIVITIES REQUIRED BY THE AGREEMENTOR UNDER THE AGREEMENT HAVE
BEEN COMPLETED AS OF THE COMPLETION DATE LISTED HERE:
FINAL ACCEPTANCE DATE:
PRIME CONTRACTOR:
FIRM NAME:
PRINCIPAL:
TITLE:
SIGNATURE:
DATE:
CERTIFIED BY [INSERT NAME AND TITLE OF PARTY THAT OVERSEES CONSTRUCTION]:
FIRM NAME:
SIGNATURE:
DATE:
PROJECT ACCEPTED BY CITY OF CHANDLER:
NAME:
SIGNATURE:
DATE:
App’d 7/20/2022
APP-22 of 33
General Conditions
Appendix 8
CONSTRUCTION SIGN DETAIL
8'
3"
CITY OF CHANDLER
5"
3"
PUTTING YOUR FUNDS TO WORK
5"
3"
PROJECT TITLE:
5"
4'
3"
PROJECT NUMBER:
3"
2"
PROJECT COST:
3"
2"
CONTRACTOR:
3"
2"
MANAGED BY:
PUBLIC WORKS & UTILITIES DEPARTMENT
3"
CAPITAL PROJECTS DIVISION
3"
<--- 4" X 4" POSTS --->
NOTES:
SIGN(S) MUST BE FURNISHED AND ERECTED PRIOR TO COMMENCEMENT OF CONSTRUCTION. POSTS
MUST BE ANCHORED A MINIMUM OF TWO FEET INTO THE GROUND. BOTTOM OF SIGN MUST BE A
MINIMUM OF FOUR FEET ABOVE THE GROUND.
TYPICAL PROJECT IDENTIFICATION SIGN FOR GENERAL PROJECTS MUST BE NON-REFLECTORIZED GREEN
BACKGROUND, AND NON-REFLECTORIZED WHITE LETTERS AND NUMERALS.
ONE SIGN MUST BE ERECTED FOR BUILDINGS AND OTHER LIMITED AREA SINGLE SITES. FOR MULTIPLE
SITES, ONE SIGN MUST BE ERECTED AT EACH SITE.
FOR LINEAR PROJECTS ONE HALF MILE OR LONGER, PLACE ONE SIGN AT EACH END OF THE PROJECT.
App’d 7/20/2022
APP-23 of 33
General Conditions
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COST OF THE WORK
(APPLICABLE SOLELY TO CONSTRUCTION MANAGER AT RISK AND JOB ORDER CONTRACTING)
SECTION 1 – COSTS TO BE REIMBURSED
1.1 Cost of the Work
The term Cost of the Work will mean costs necessarily incurred by Contractor in the proper
performance of the Work. Such costs must be at rates not higher than the standard paid at the place
of the Project except with prior consent of City. The Cost of the Work will include only the items set
forth in this Section 1.
1.2 Labor Costs
1.2.1
Wages of construction workers directly employed by the Contractor to perform the
construction of the Work at the site or, with City’s approval, at off-site workshops. Cost to
be reimbursed will be the actual wages paid to the individuals performing the work.
1.2.2
Wages or salaries of the Contractor’s supervisory and administrative personnel when
stationed at
the site with City’s approval. No Contractor personnel stationed at the
Contractor’s home or branch offices will be charged to the Cost of the Work. Non-field office
based Contractor management and support personnel are expected to provide service and
advice from time to time throughout the job and his/her time devoted to Project matters is
considered to be covered by the Contractor’s Fee.
1.2.3
Wages and salaries of Contractor’s supervisory or administrative personnel who would
normally be stationed at the field office in accordance with Section 1.2.2 but who become
engaged, at factories,
workshops or on the road, in expediting the production or
transportation of materials or equipment required for the Work, but only for that portion of
his/her time required for the Work. Employee
bonuses and/or costs associated with
Employee Stock Ownership Plans (“ESOP”) will not be considered reimbursable labor or
labor burden costs and will be considered non-reimbursable costs considered to be covered
by the Contractor’s Fee.
1.2.4
Costs paid or incurred by Contractor for taxes, insurance, contributions, assessments and
benefits required by law or collective bargaining agreements and, for personnel not
covered by such agreements, customary benefits such as sick leave, medical and health
benefits, holiday, vacations and pensions, provided such costs are based on wages and
salaries included in the Cost of the Work under Subparagraphs 1.2.1 through 1.2.3.
1.2.4.1 Cost of the Work will include the actual net cost to Contractor for worker’s compensation
insurance attributable to the wages chargeable to the Cost of Work per this Agreement. The
actual
net cost of worker’s compensation must take into consideration all cost
adjustments due
to
experience modifiers, premium discounts, policy dividends,
retrospective rating plan premium adjustments, assigned risk pool rebates, any applicable
weekly maximums, etc. Contractor may
charge an estimated amount for worker’s
compensation insurance costs, but will make appropriate cost adjustments to actual costs
within 45 days of receipt of actual cost adjustments from the insurance carrier.
App’d 7/20/2022
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1.2.4.3 Overtime wages paid to salaried personnel (if approved in advance in writing by City) will
be reimbursed at the actual rate of overtime pay paid to the individual. No time charges for
overtime hours worked on the Project will be allowed if the individual is not paid for the
overtime worked.
1.2.4.4 Any overtime premium or shift differential expense to be incurred by Contractor for hourly
workers will require City’s advance written approval before the incremental cost of the
overtime premium or shift differential will be considered a reimbursable cost. If the
Contractor is required to work overtime as a result of an inexcusable delay or other
coordination problems caused by the Contractor or anyone he/she is responsible for,
the overtime premium and/or shift differential expense portion of the payroll expense and
related labor burden costs will be considered as cost not to be reimbursed.
1.2.4.5 Reimbursable labor burden costs will be limited to payroll taxes, worker’s compensation
insurance, the employer’s portion of union benefit costs for union employees working on the
Project, and the actual verifiable fringe benefit costs incurred by Contractor for non-union
individuals working on the Project subject to the following maximum percentages for the
following reimbursable non-union fringe benefit costs. The following maximums (as a
percentage of reimbursable actual wages by individual) will apply for each of the following
types of fringe benefit costs specifically attributable to each of the non-union personnel
working on the Project:
•
Medical Insurance, Dental, Life & AD&D Insurance:
12.00%
•
Holiday, vacation and other paid time not worked:
10.00%
• Pension Plan Contributions to Vested Employee Account,
Simplified Employee Pension Plans, or 401K matching plans
(Note: ESOP related costs are covered by the Contractor Fee)
10.00%
For non-union personnel, no other fringe benefit costs (other than the three specific
categories listed immediately above, will be considered reimbursable Cost of Work. Any labor
burden costs that are in excess of the amounts considered reimbursable or are otherwise
not considered reimbursable under the terms of this agreement are intended to be covered
by the Contractor Fee.
1.3
Subcontract Costs
1.3.1
Payments made by Contractor to Subcontractors in accordance with the requirements of
the subcontracts.
1.3.2
For Scope of Work Bid Packages typically performed by Subcontractors, Contractor may
“self- perform” such work on an actual cost basis subject to an agreed upon Guaranteed
Maximum Price for the “self-performed work”. The Contractor must, unless agreed to by City
in writing, bid his/her proposed guaranteed Maximum Price for the work to be “self-
performed” against at least three other interested trade Contractors. All savings under any
such Subcontract for “self-performed work” must be applied to reduce the Cost of Work under
the Agreement and the Guaranteed Maximum Price. For purposes of defining “self-
performed work” subject to this provision, any division of Contractor, or any separate
Contractor or Subcontractor that is partially owned or wholly owned by the Contractor or any
of his/her employees or employee’s relatives will be considered a related party entity and
will be subject to this provision regarding “self-performed work”. No self-performed work will
App’d 7/20/2022
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General Conditions
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be allowed to be performed on a Fixed Price basis.
1.3.3
Contractor (with respect to its Suppliers, Subcontractors and all lower tier Subcontractors)
must provide City advance written notice and must obtain City’s approval for any proposed
Subcontract Change Order, Material Purchase Order, or other financial commitment in an
amount in excess of $5,000 prior to placing such order or entering into such agreement
(regardless of whether or not any such commitment will affect the prime Agreement
Guaranteed Maximum Cost). It is agreed that sums applicable to any Subcontract Change
Order, Purchase Order or other financial commitment entered into in violation of the above
notice and approval requirement will not be included in the amounts owning to Contractor,
Subcontractors or Suppliers whether as Costs of the Work or as reasonable termination costs
in the event of termination.
1.4
Costs of Material and Equipment Incorporated in the Completed Construction
1.4.1
Costs, including transportation and storage, of materials and equipment incorporated or
to be incorporated in the completed construction.
1.4.2
Costs of materials described in the preceding Subparagraph 1.4.1 in excess of those
actually installed to allow for reasonable waste and spoilage. Unused excess materials, in
any, will become City’s property at the completion of the Work or, at City’s option, may be
sold by the Contractor. Any amounts realized from such sales must be credited to City as a
deduction from the Cost of Work.
1.4.3
Proceeds from the sale of recyclable materials, scrap, waste, etc. will be credited to job cost.
1.5
Costs of Other materials and Equipment, Temporary Facilities and Related Items
1.5.1
Costs, including transportation and storage, installation, maintenance, dismantling and
removal of materials, supplies, temporary facilities, machinery, equipment and hand tools
not customarily owned by construction workers, that are provided by the Contractor at the
site and fully consumed in the performance of the Work; and cost (less salvage value) of such
items if not fully consumed, whether sold to others or retained by Contractor. Cost for items
previously used by Contractor will mean fair market value.
1.5.2
Rental charges for temporary facilities, machinery, equipment, and hand tools not
customarily owned by construction workers that are provided by Contractor at the site,
whether rented from Contractor or others, and costs of transportation, installation, minor
repairs and replacements,
dismantling and removal thereof. Rates and quantities of
equipment rented will be subject to City’s prior written approval.
1.5.2.1 The Projected usage for each piece of equipment to be rented for use on the Project and
the estimated total rentals must be considered by Contractor before the piece of equipment
is rented so that an appropriate rent versus buy decision can be made. Purchased
equipment must be considered “job owned”. At the completion of the Project, Contractor
must transfer title and possession of all remaining job-owned equipment to City, or
Contractor may keep any such equipment for an appropriate fair market value credit to job
cost, which will be mutually agreed to by City and Contractor.
1.5.2.2 Each piece of equipment to be rented must have hourly, daily, weekly and monthly rates and
App’d 7/20/2022
APP-26 of 33
General Conditions
Appendix 9 – CM@Risk & JOC
the most economical rate available will be reimbursed based on the circumstances of actual
need and usage of the piece of equipment while it is stationed at the jobsite. When the
piece of equipment is no longer needed for the work, no rental charges will be reimbursed
if the piece of equipment remains at the jobsite for the convenience of Contractor.
1.5.2.3 Equipment Rental Rates
1.5.2.3.1 Compensation for equipment used on the Project will be paid in accordance with the
Equipment Plan submitted by Contractor in the accepted GMP Proposal and no payments
will be made in excess of the rates set forth in the Equipment Plan, or actual documented
costs, whichever is less.
1.5.2.3.2 All equipment rental rates and costs are subject to City’s right to audit when submitted as
part of Equipment Plan and/or at any time during the Project.
1.5.2.4 The aggregate rentals chargeable for each piece of Contractor owned tools or equipment must
not exceed 50% of the fair market value of such equipment at the time of its commitment to
the Work. The original purchase price and date of purchase of the equipment will be
documented with a copy of the purchase invoice for the piece of equipment. Such aggregate
limitations will apply and no further rentals will be charged even if a piece of equipment is taken
off the job and is later replaced by a similar piece of equipment. For purposes of computing
the aggregate rentals applicable to aggregate rental limitations, rental charges for similar
pieces of equipment will be combined if the pieces of equipment were not used at the same
time.
1.5.2.5 Fair market value for used material and equipment as referred to in the Agreement
Documents will mean the estimated price a reasonable purchaser would pay to purchase
the used material or equipment at the time it was initially needed for the job. Note: This is
usually lower than the price a reasonable purchaser would pay for similar new construction
material or construction equipment.
1.5.2.6 All losses resulting from lost, damaged or stolen tools and equipment will be the sole
responsibility of Contractor, and not City, and the cost of such losses will not be reimbursable
under the Agreement.
1.5.2.7 Contractor will be required to maintain a detailed equipment inventory of all job-owned
equipment (either purchased and charged to job cost or job-owned through aggregate
rentals) and such inventory must be submitted to City each month. For each piece of
equipment, such inventory should contain at a minimum (1) original purchase price or
acquisition cost (2) acquisition date (3) approved Fair Market Value at the time the piece of
equipment was first used on the job and (4) final disposition.
1.5.2.8 All costs incurred for minor maintenance and repairs will be reimbursed at actual cost. Such
costs include routine and preventative maintenance, minor repairs and other incidental costs.
Repairs and/or replacement of a capital nature are considered to be covered by the rental
rates. Major repairs and overhauls are not considered routine and ordinary; consequently
such costs are not reimbursable and are intended to be covered by the rental rates.
1.5.3
Costs of removal of debris from the Site.
App’d 7/20/2022
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General Conditions
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1.5.4
Costs of document reproductions, facsimile transmissions and long-distance telephone
calls, postage and parcel delivery charges, telephone service at the site and reasonable
petty cash expenses of the site office.
1.5.5
That portion of the reasonable expenses of Contractor’s personnel incurred while traveling
in discharge of duties connected with the Work.
1.5.5.1 No travel expenses will be reimbursed to Contractor’s representatives unless Project related
travel required them to travel to a destination more than 100 miles from the Project location.
Any travel
involving airfare will require advance written approval by an authorized City’s
representative.
1.5.6
Costs of materials and equipment suitably stored off the site at a mutually acceptable
location, if approved in advance by the City.
1.5.7
Reproduction costs will be the actual costs of reproduction subject to a maximum of five
cents ($.05) per square foot for prints and a maximum of five cents ($.05) per 8 ½ by 11-inch
page for offset print or photo copied agreement documents, specifications, etc. Telephone
costs will be the actual costs paid to the third party telephone company for the field office
telephone.
1.6
Miscellaneous Costs
1.6.1
That portion of insurance and bond premiums that can be directly attributed to the Agreement.
The City will reimburse Contractor for contractually required bond at time of first pay
application for GMP and Cost-Based Agreements upon receipt of proof of payment from
the Contractor. If the Contractor completes Work for less than the Agreement Price,
Contractor must credit the City a pro- rated amount for the unused portion of the bond
payment
1.6.1.1 Contractor’s actual cost for insurance will be considered to be included within the Maximum
limit for General Conditions Costs. All premiums for any insurance and bonds required for
the Project must reflect the net actual costs to Contractor after taking into consideration cost
adjustments due to experience modifiers, premium discounts, policy dividends, retrospective
rating plan premium adjustments, assigned risk pool rebates, refunds, etc.
1.6.1.2 The amount to be reimbursed to Contractor for all contractually required insurance will be
actual costs not to exceed a total of 2% of the Agreement Value, unless Contractor
establishes to City’s satisfaction that the actual cost is higher and City agrees to such actual
higher cost in writing. If Contractor’s cost of contractually required insurance is greater
than the amount agreed to be reimbursed per this Agreement Provision, the difference will
be considered to be covered by the Contractor’s Fee. The City will reimburse Contractor
for contractually required insurance on a monthly basis for GMP and Cost-Based
Agreements. If Contractor can demonstrate substantial savings by paying for all insurance in
advance, the City may agree to reimburse all insurance costs at time of first pay application
for GMP and Cost-Based Agreements with proof of payment from Contractor.
1.6.2
Sales, use or similar taxes imposed by a governmental authority that are related to the Work.
App’d 7/20/2022
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General Conditions
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1.6.3
Fees and assessments for the building permit and for other permits, licenses and inspections
for which Contractor is required by the Agreement Documents to pay.
1.6.4
Fees of laboratories for tests required by the Agreement Documents, except those related to
defective or nonconforming Work and which do not fall within the scope of ¶ 1.7.3 below.
1.6.5
Royalties and license fees paid for the use of a particular design, process or product required
by the Agreement Documents; the cost of defending suites or claims for infringement of
patent rights arising from such requirement of the Agreement Documents; and payments
made in accordance with legal judgments against Contractor resulting from such suites or
claims and payments of settlements made with City’s consent. However, such costs of legal
defenses, judgments and settlements must not be included in the calculation of the
Contractor’s Fee or subject to the Guaranteed Maximum Price.
1.6.6
Data processing costs related to the Work. However, any such data processing costs will be
limited to the cost of personal computer hardware used at the field office in the normal
day to day administration, management and control of the Project. The aggregate charges
for any such hardware must not exceed the Fair Market Value of the hardware at the time it
was brought to the field office. If the total charges for any particular piece of hardware reach
an amount equal to the Fair Market Value, that particular piece of hardware must be turned
over to City whenever it is no longer needed for the Project. If Contractor elects to keep the
particular piece of hardware, the job costs must be credited with a mutually agreeable
amount which will represent the Fair Market Value of the particular piece of hardware at the
time it was no longer needed for the job. Software or other costs associated with the use of
computer programs will not be considered to be a reimbursable cost and will be considered
to be covered by the Contractor’s Fee.
1.6.7
Deposits lost for causes other than Contractor’s negligence or failure to fulfill a specific
responsibility to City as set forth in the Agreement Documents.
1.6.8
Legal, mediation and arbitration costs, including attorneys’ fees, other than those arising
from
disputes between City and Contractor, reasonably incurred by Contractor in the
performance of the Work and with City’s prior written approval; which approval will not be
unreasonably withheld.
1.6.9
Expenses incurred in accordance with Contractor’s standard personnel policy for relocation
and temporary living allowances of personnel required for the Work, if pre-approved by City
in writing.
If City authorizes the reimbursement of relocation costs, the reimbursable
relocation expenses will be limited to a maximum of $50,000 per person. Any relocation
cost incurred by Contractor in excess of the amount reimbursed by City will be considered to
be covered by the Contractor’s Fee.
1.7
Other Costs and Emergencies
1.7.1
Other costs incurred in the performance of the Work if and to the extent approved in advance
in writing by City.
1.7.2
Costs due to emergencies incurred in taking action to prevent threatened damage, injury or
App’d 7/20/2022
APP-29 of 33
General Conditions
Appendix 9 – CM@Risk & JOC
loss in case of an emergency affecting the safety of persons and property.
1.7.3
Costs of repairing or correcting damaged or nonconforming Work executed by Contractor,
Subcontractors or Suppliers, provided that such damaged or nonconforming Work was not
caused by negligence or failure to fulfill a specific responsibility of Contractor and only to the
extent that the cost of repair or correction is not recoverable by Contractor from insurance,
sureties, Subcontractors or Suppliers.
1.8
Related Party Transactions
1.8.1
The term “related party” will mean a parent, subsidiary, affiliate or other entity having
common ownership or management with Contractor; any entity in which any stockholder in,
or management employee of, Contractor owns any interest in excess of ten percent in the
aggregate; or any person or entity which has the right to control the business or affairs of
Contractor. The term “related party” includes any member of the immediate family of any
person identified above.
1.8.2
If any of the costs to be reimbursed arise from a transaction between Contractor and a
related party, Contractor must notify City in writing of the specific nature of the contemplated
transaction, including the identity of the related party and the anticipated cost to be incurred,
before any such transaction is consummated or cost incurred. If City, after such notification,
authorizes in writing the proposed transaction, then the cost incurred will be included as a
cost to be reimbursed, and Contractor must procure the Work, equipment, goods or service
from the related party, as a Subcontractor. If City fails to authorize the transaction,
Contractor must procure the Work, equipment, goods or service from some person or entity
other than a related party.
SECTION 2 – COSTS NOT TO BE REIMBURSED
2.1
The Cost of Work must not include:
2.1.1
Salaries and other compensation of Contractor’s personnel stationed at Contractor’s principal
office or offices other than the site office, except as specifically provided in Subparagraphs
1.2.2 and 1.2.3.
2.1.2
Expenses of Contractors’ principal office and offices other than the site office.
2.1.3
Overhead and general expenses, except as may be expressly included in Section 1.
2.1.3.1 Costs of Contractor’s home office computer services or other outside computer processing
services will be considered overhead and general expense. Accordingly, Contractor should
not plan to perform any such computer related services or alternatives at the field office when
such services or functions can be performed at Contractor’s home or branch offices, or
other outside service locations.
2.1.4
Contractor’s capital expenses, including interest on Contractor’s capital employed for the Work.
2.1.5
Rental costs of machinery and equipment, except as specifically provided in subparagraph
1.5.2.
App’d 7/20/2022
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2.1.6
Except as provided in Subparagraph 1.7.3 of the Agreement, costs due to the negligence or
failure to fulfill a specific responsibility of Contractor, Subcontractors and Suppliers or anyone
directly or indirectly employed by any of them or for whose acts of them may be liable.
2.1.7
Any cost not specifically and expressly described in Section 1.
2.1.8
Costs, other than costs included in Change Orders approved by City that would cause the GMP
to be exceeded.
SECTION 3 – DISCOUNTS, REBATES, REFUNDS AND SAVINGS
3.1
Cash discounts obtained on payments made by Contractor will accrue to City if (1) before
making the payment, Contractor included them in an Application for Payment and
received payment therefore from City, or (2) City has deposited funds with Contractor with
which to make payments; otherwise, cash discounts will accrue to Contractor. Trade discounts,
rebates, refunds and amounts received from sales or surplus materials and equipment will
accrue to City, and Contractor must make provisions so that they can be secured.
3.1.1
Cost of the Work will be credited with all insurance policy discounts, performance and
payment bond rebates or refunds, refunds or return premiums from any Subcontractor
default insurance, refunds or rebates from any Contractor controlled insurance programs
applicable to the Project,
merchandise rebates of any nature, refunds of any nature,
insurance dividends; and a portion of any volume rebates or free material credits earned with
purchase of material or other goods and services charged to the job.
3.1.2
“Cash” discounts which may accrue to Contractor will be limited to a maximum of 1.5% of
invoice cost. Any portion of “Cash” discounts greater than 1.5% will automatically accrue
to City if Contractor is eligible to take advantage of the discounts.
3.2
Amounts that accrue to City in accordance with the provisions of Paragraph 3.1 will be
credited to City as a deduction from the Cost of the Work.
3.3
Any and all savings on the GMP, or any separately guaranteed items comprising the GMP, will
belong to City, subject to any express right in the Agreement for Contractor to share in
savings. Savings are subject to City’s right to audit, and may be audited separately.
SECTION 4 – GENERAL CONDITIONS COSTS
4.1
General Conditions Costs may include, but are not limited to, the following types of costs
incurred by Contractor during construction of the Work to the extent they are reimbursable
Costs of the Work as delineated above: payroll costs for Work conducted at the site, payroll
costs for the superintendent and full-time general foremen, payroll costs for management
personnel resident and working on the site workers not included as direct labor costs
engaged in support (e.g. loading/unloading, clean-up, etc.), administrative office personnel,
costs of offices and temporary facilities including office materials, office supplies, office
equipment, minor expenses, utilities, fuel, sanitary facilities and telephone services at the
site, costs of liability insurance premiums not included in labor burdens for direct labor
App’d 7/20/2022
APP-31 of 33
General Conditions
Appendix 9 – CM@Risk & JOC
costs, costs of bond premiums, costs of consultants not in the direct employ of Contractor or
Subcontractors, fees for permits and licenses.
4.2
General Conditions Costs may be paid on a percentage of the Agreement Price or on a
lump/stipulate sum basis as set forth in the Agreement. All costs included in the General
Conditions Costs will not be separately invoiced to or paid by City.
4.3
The total amount of General Conditions Costs for the Work may be divided by the number of
days allowed for performance of the Work, to determine a fixed daily rate for General
Conditions Costs that may be used in computing the General Conditions Costs allocated to any
period of time, or for any adjustments in the General Conditions Costs agreed to in
writing by City.
App’d 7/20/2022
APP-32 of 33
General Conditions
Appendix 10
LANDSCAPE ESTABLISHMENT PERIOD
Section 1 – Description and General
Contractor is in direct control of work performed under the Landscape Establishment Period. If work is
subcontracted, a representative of the Contractor will be present at the site of the work for all hours
that the subcontractor works. Subcontracting of Landscape Establishment work will be permitted for
weed eradication with herbicides, because of special licensing. A licensed temporary service may be
used to supply labor to Contractor if Contractor has received approval from City Representatives.
Contractor will submit the required subcontract documentation.
Contractor must provide adequate personnel to accomplish the required maintenance of the plant
materials at intervals acceptable to City Representatives.
If not healthy at the end of the maintenance period, the maintenance must be continued until the plant
material is approved by City.
1.1 Time and Schedule
Unless otherwise expressly agreed to in writing by City, the Landscape Establishment Period will be
per General Conditions Section 6.5.4.
1.2 Planted Stock and Seeding Establishment
1.2.1
Tree planting and staking must be per City of Chandler Standard Detail C-801.
1.2.2
All trees will stand erect on their own without stakes when brought to this site. If the tree
cannot stand on its own when nursery stakes are removed, the tree will be removed and
replaced.
1.3 Pre-Emergent Herbicide and Weed Control
1.3.1
Contractor will provide three applications of an approved pre-emergent herbicide on all
unpaved areas of the project, as directed by City Representatives, to control weed growth in
all areas of the project. The number of applications may be increased as directed by the City
Representative, and at no additional cost to City, if the City Representative deems additional
applications are required to control weed growth.
1.3.2
Application sequence will be approved in advance by City. The first application of pre-
emergent will be completed prior to the application of Decomposed Granite and will be
included with the cost of the Decomposed Granite as specified and part of the Construction
Phase portion of work. The second application of pre-emergent will be completed after
installation of the Decomposed Granit and no later than half-way through the Landscape
Establishment Period. The third and final application of pre-emergent will be applied 15 days
prior to completion of the Landscape Establishment portion of the project. The second and
third pre-emergent applications will be included with the cost of Landscape Establishment.
Watering will be completed in accordance with the manufacturer’s recommendations, as
included and as related to each application.
1.3.3
The pre-emergent herbicide will be applied in accordance with the Technical Specifications
and the recommendations of the pre-emergent herbicide manufacturer, as approved by City
Representatives.
App’d 7/20/2022
APP-33 of 33
General Conditions
Appendix 10
1.3.4
The control of weeds will be accomplished by the use of herbicides. Manual removal of weeds
will be required, after herbicides have taken affect.
1.3.5
Contractor is responsible for the removal and disposal of all trash and debris that during the
Landscape Establishment Period. Contractor will keep the project in a neat and orderly
manner during the duration of the Landscape Establishment Period.
1.4 Water
The water used during Landscape Establishment to properly maintain the plant material will be
furnished by City, at designated sources from within the project limits, at no charge to Contractor.
Contractor will be responsible for all equipment, materials and labor necessary to load, transport and
unload water for watering purposes.
1.5 Plant Material Replacements
The plant material replacement will be considered as included in the work for Landscape
Establishment, and will be made at no charge to the City.
1.5.1
Shrub and Plant Replacement - During the second half of the Landscaping Establishment
period, Contractor will provide, where required, plant replacements as follows:
Original Size
Replacement Size
1 gallon
5 gallon
5 gallon
15 gallon
15 gallon
24-inch box
36-inch box
48-inch box
1.5.2
Tree Replacement – During the second half of the Landscape Establishment Period,
Contractor will provide plant material replacements for existing plants that die as follows:
Existing Plant Material Sizes
Replacement Size
Trees:
2-inch Caliper
24-inch box
4-inch Caliper
36-inch box
6-inch Caliper and greater
54-inch box
Shrubs:
All Existing Shrubs
15 gallon
1.6 Measurement and Payment
See Technical Specifications for Measurement Payment provisions.
EXHIBIT C
Project Name:101/202 REDUNDANT 66-INCH SEWER LINE
Page C-1
Project No.: WW2402.401
Rev. 1/16/2024
TECHNICAL SPECIFICATIONS
CITY OF CHANDLER
PUBLIC WORKS AND UTILITIES DEPARTMENT
LOOP 101 AND 202 FREEWAY 66-INCH REDUNDANT SEWER
PROJECT
PROJECT NO. WW2402.401
AGENCY REVIEW
Technical Specifications
MAY 2025
MAYOR
KEVIN HARTKE
VICE MAYOR
CHRISTINE ELLIS
CITY COUNCIL
Council Member Angel Encinas
Council Member Od Harris
Council Member Jane Poston
Council Member Matt Orlando
Council Member Jennifer Hawkins
CITY MANAGER
JOSHUA WRIGHT
PUBLIC WORKS & UTILTIES DIRECTOR
JOHN KNUDSON, PE
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
TOC-2 (Divisions 1-15)
May 2025
DIVISION 1 GENERAL REQUIREMENTS (CONT’D)
01722
FIELD ENGINEERING
01723
CUTTING AND PATCHING
01740
CLEANING
01782
RECORD DOCUMENTS
DIVISION 2 SITEWORK
02145 DIVERSION OF WATER OR SEWAGE FLOW AND DEWATERING
02146 SEWER PIPE AND SEWER STRUCTURE CLEANING
02147 REMOTE CCTV INSPECTION OF EXISTING AND REHABILITATED
SEWERS
02148 CIPP LINING OF EXISTING SEWERS
02220
DEMOLITIONS
02230
CLEARING
02315
STRUCTURAL EXCAVATION AND BACKFILL
02532 POLYMER CONCRETE MANHOLE INSERT
02720 FIBER REINFORCED POLYMER
DIVISION 3 CONCRETE
03100
CONCRETE FORMWORK
03200
CONCRETE REINFORCEMENT
03251
CONCRETE JOINTS
03252
ANCHORAGE IN CONCRETE
03300
CAST-IN-PLACE CONCRETE
03600
GROUT
03601
CELLULAR LOW DENSITY GROUT
03930 CONCRETE REPAIR AND REHABILITATION
DIVISION 5 METALS
05581
FLOOR ACCESS HATCH COVERS
DIVISION 6 WOOD AND PLASTICS
06611
FIBERGLASS REINFORCED PLASTIC GRATINGS AND SUPPORT
FRAMING MEMBERS
06614
FIBERGLASS REINFORCED PLASTIC STOP LOGS
DIVISION 9 FINISHES
09910
SPECIAL FINISHES
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
TOC-3 (Divisions 1-15)
May 2025
DIVISION 13 SPECIAL CONSTRUCTION
13210
POLYMER CONCRETE STRUCTURES
13220
PVC LINER
DIVISION 15 MECHANICAL
15050
PIPING SYSTEMS
15051
BURIED PIPING INSTALLATION
15106 THERMOPLASTIC PIPE
15108.1 CENTRIFUGALLY CAST, FIBERGLASS-REINFORCED
POLYMER MORTAR PIPE
+ + END OF TABLE OF CONTENTS + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01110-1
May 2025
SECTION 01110
SUMMARY OF WORK
PART 1 - GENERAL
1.1 LOCATION AND DESCRIPTION OF WORK
A. The Work is located near the Loop 101-202 freeway interchange in Chandler,
Arizona. The scope of the project is to design and construct a redundant 66-inch
diameter gravity sewer line that crosses the Loop 101 and 202 freeway and
rehabilitate existing sewer line segments consisting of 48-inch diameter, 30-inch
diameter and 66-inch diameter using cured-in-place pipe (CIPP) liner as shown per
the Drawings (i.e. plans). In addition, rehabilitation of the Pecos Diversion Structure
is required along with a new overflow sewer line as shown per the Drawings.
B. The Scope of Work to be performed includes, but are not limited to the following,
and reflect what is shown in the Drawings.
1.
Coordinate with ADOT to obtain encroachment permits as required.
2.
Remove existing 48-inch existing manhole on the existing west 48-inch sewer
line to construct new cast-in-place and polymer concrete pre-cast junction
structures to divert all the west flows to the existing and new redundant 66-inch
sewer line.
3.
Abandon in place by grout filling the existing junction chamber east of the 66-
inch sewer.
4.
Abandon a portion of an existing 48-inch sewer line by grout filling the pipe and
plugging the ends as shown per the Drawings.
5.
Rehabilitation and replacement of existing manholes.
6.
Installation of new manholes and manhole inserts.
7.
Installation of stop log mechanism, cranes and gratings as shown per the
Drawings.
8.
Remove east 48-inch sewer line as shown per the Drawings for construction and
add new pre-cast structure to divert east flows to existing and new redundant 66-
inch sewer line.
9.
Install approximately new 66-inch diameter redundant gravity sewer line of
which a portion will be routed within a steel casing as it crosses the Loop 202
freeway.
10. CIPP line existing 30-inch diameter sewer crossing Loop 101 freeway.
11. CIPP line existing 48-inch diameter sewer north of Loop 202 freeway.
12. CIPP line existing 66-inch diameter sewer line north, south and crossing Loop
202 freeway.
13. Connecting new portions of sewer to the existing sewer system as shown on the
Drawings.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01110-2
May 2025
14. Bypassing sewage flows for the completion of the work as shown on the
Drawings.
1.2 CONTRACT
A. The Work shall be constructed under one prime contract.
1.3 SEQUENCE AND PROGRESS OF WORK
A. CONTRACTOR'S construction schedule may use a different sequence from that
shown or specified, if techniques and methods known will result in cost and time
savings to the OWNER, still achieve the required objective and maintain the same or
greater level of treatment. The ENGINEER'S determination on the acceptability of
any alternative sequence from that shown or specified shall be final.
1.4 CONTRACTOR'S USE OF PREMISES
A. CONTRACTOR shall coordinate use of the premises, for his storage and the
operations of his workmen, with OWNER, ENGINEER and utility service
companies.
B. The full use of the premises for storage, the operations of workmen and for all other
construction activities will not be available to CONTRACTOR. Must operate entirely
within the space allowed to him.
C. CONTRACTOR shall be solely responsibility for obtaining and paying all costs in
connection with any additional work area, storage sites, access to the site, or
temporary right-of-way which may be required for proper completion of the Work.
D. It shall be understood that responsibility for protection and safe-keeping of
equipment and materials on or near the site will be entirely that of CONTRACTOR
and that no claim shall be made against the OWNER or his authorized
representatives by reason of any act. It shall be further understood that should any
occasion arise necessitating access to the sites occupied by these stored materials or
equipment, the ENGINEER shall direct CONTRACTOR owning or responsible for
the stored materials and equipment to immediately move the same.
E. CONTRACTOR shall be required to share use of the premises with other contractors
whose services the OWNER has obtained or will obtain for construction of other
facilities on the site.
1.5 EASEMENTS AND RIGHT-OF-WAY
A. Confine construction operations within the limits indicated on the Drawings. Use
due care in placing construction tools, equipment, excavated materials, and pipeline
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01110-3
May 2025
materials and supplies in order to avoid damage to property and interference with
traffic, SRP, or ADOT. Do not enter any private property outside the designated
construction easement boundaries without written permission from the ENGINEER
and the Owner of the property. Any temporary construction easement for a private
property or Rights-Of-Way owned by others than the OWNER, which
CONTRACTOR wishes to utilize during the performance of the Work, shall be
obtained by the CONTRACTOR.
B. An encroachment permit must be obtained for any activities within the state right-of-
way, including highways or ADOT easements. The CONTRACTOR shall obtain the
necessary encroachment permit approval from ADOT prior to initiating any
construction operations.
1.6 NOTICES TO OWNERS AND AUTHORITIES OF PROPERTIES ADJACENT
TO THE WORK
A. Notify OWNER of adjacent properties and utilities when prosecution of the Work
may affect them.
B. When it is necessary to temporarily obstruct access to property, or when any utility
service connection must be interrupted, give notices sufficiently in advance to enable
the affected persons to provide for their needs. Conform notices to any applicable
local ordinance and, whether delivered orally or in writing, include appropriate
information concerning the interruption and instructions on how to limit
inconvenience caused thereby.
C. Utilities and other concerned agencies shall be notified at least forty-eight (48) hours
prior to cutting or closing streets or other traffic areas or excavating near
underground utilities or pole lines.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01140-1
May 2025
SECTION 01140
WORK RESTRICTIONS
PART 1 - GENERAL
1.1 USE OF PREMISES
A. Limit use of premises to Work in areas indicated. Do not disturb portions of site
beyond areas in which Work is indicated.
1.
Limits: Confine construction operations to designated areas as determined by
OWNER, ADOT, SRP and/or as shown on the drawings. Confine storage of
materials and support facilities to designated areas as shown on the drawings or
as determined by the OWNER. Do not enter areas of the site where no Work is
to be conducted.
2.
Driveways and Entrances: At all times, keep driveways and entrances serving
premises clear and available to OWNER, OWNER’S employees, and emergency
vehicles. Do not use these areas for parking or storage of materials.
a.
Schedule deliveries to minimize use of driveways and entrances.
b.
Schedule deliveries to minimize space and time requirements for on-site
storage of materials and equipment.
B. Promptly repair damage to premises caused by construction operations. Upon
completion of the Work, restore premises to original condition.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01311-1
May 2025
SECTION 01311
PROJECT COORDINATION
PART 1 - GENERAL
1.1 DESCRIPTION
A. As more fully set forth in of the General Conditions, CONTRACTOR shall be solely
responsible for coordination of all of the Work. The CONTRACTOR shall
supervise, direct and cooperate fully with all subcontractors, manufacturers,
fabricators, suppliers, distributors, installers, testing agencies and all others whose
services, materials, or equipment are required to ensure completion of the Work
within the Contract Time.
B. As more fully set forth in of the General Conditions, the CONTRACTOR shall
cooperate with and coordinate the Work with the work of any other contractor, utility
service companies or OWNER'S employees performing work at the site.
C. The CONTRACTOR shall not be responsible for damage done by contractors not
under CONTRACTOR’S jurisdiction and shall not be liable for any such loss or
damage, unless it is through the negligence of CONTRACTOR.
D. The CONTRACTOR shall coordinate the Work with the work of others to assure
compliance with schedules.
E. The CONTRACTOR shall attend and participate in all project coordination or
progress meetings and report on the progress of all Work and compliance with
schedules.
F. It is the duty of the CONTRACTOR to determine that all necessary permits have
been obtained. The CONTRACTOR, at his own expense, obtain, maintain and close
all the required permits which have not been furnished. The CONTRACTOR to have
all copies of permits onsite for OWNER review.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01312-1
May 2025
SECTION 01312
PROGRESS MEETINGS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Date and Time:
1.
Regular Meetings: Weekly on a day and time agreeable to OWNER,
ENGINEER and CONTRACTOR.
2.
Other Meetings: As needed and/or required in other specific specification
sections.
B. Place: CONTRACTOR'S field office at the project site, or other mutually agreed
upon location.
C. The ENGINEER shall conduct weekly progress meetings, the ENGINEER shall
record and distribute minutes of the meeting to all attendees and others as requested.
At a minimum, the agenda will include: Requests for Information (RFI) and submittal
status, past week’s progress and a 3-week look-ahead schedule to include upcoming
inspections, current issues, long lead items, critical issues and the next scheduled
meeting date.
D. CONTRACTOR shall provide data required and be prepared to discuss all items on
agenda.
1.2 MINIMUM ATTENDANCE
A. CONTRACTOR:
1.
When needed for the discussion of a particular agenda item, CONTRACTOR
shall require representatives of subcontractors or suppliers to attend a meeting.
B. ENGINEER:
1.
Construction management staff shall attend weekly meetings.
2.
When needed for the discussion of a particular agenda item, ENGINEER shall
require representative of sub-consultant to attend a meeting.
C. Others, as appropriate.
D. Representatives present for each party shall be authorized to act on their behalf.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01312-2
May 2025
1.3 AGENDA
A. Agenda will include, but will not necessarily be limited to, the following:
1.
Transcript of previous meeting
2.
Progress since last meeting;
a.
CONTRACTOR’S three week schedule. Schedule shall show intended
work three weeks ahead as well as completed work since the last progress
meeting.
b.
Subcontractors’ three week schedule (may be combined with
CONTRACTOR’S schedule).
3.
Completion status.
4.
Planned progress for next period including a 3-week look-ahead schedule to
include upcoming inspections.
5.
Document and track to correction and closure any problems, conflicts, issues,
and observations that are voiced by anyone of the project team.
6.
Status of Shop Drawings, RFI and RFAs.
7.
Change Orders.
8.
Pay Requests.
9.
Quality Standards and Control.
10. Schedules, updated Project Schedules, including off-site fabrication and delivery
schedules; corrective measures, if required.
11. Coordination between parties.
12. Permits.
13. Safety concerns.
14. Construction Photographs.
15. Record Drawings.
16. Warranty Requests.
17. Punch List Status.
18. Other business.
19. Next meeting date.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01323-1
May 2025
SECTION 01323
CONSTRUCTION PHOTOGRAPHS
PART 1 - GENERAL
1.1 DESCRIPTION
A. CONTRACTOR shall retain a professional photographer or an acceptable person, as
determined by the ENGINEER, to perform the services specified below.
B. Obtain ENGINEER'S approval of the photographer selected prior to taking first
photographs. Submit qualifications and experience record of photographer to
ENGINEER.
1.2 PHOTOGRAPHS
A. The minimum number of color digital photographs required will be 100 per month.
B. Take a minimum of 200 color digital photographs of the completed or substantially
completed Work at Project Completion. These photographs shall be submitted with
the Final Application for Payment. These photographs are not part of the photographs
required under Paragraph 1.2.A., above.
C. The CONTRACTOR shall take color digital photographs daily of all underground
work in progress. Photographs shall be taken in such a way to include an area or
directional landmark. A minimum of twenty five overall general project photographs
depicting the overall project activities shall be taken weekly. A photograph log shall
be maintained throughout the project with the following information for each photo:
photograph number, a brief description, date, and location or station of pipeline. The
CONTRACTOR shall submit a plan that illustrates how the photograph log will be
organized for approval by the OWNER.
D. Color digital photographs shall be taken and downloaded weekly. Photos shall be
grouped into folders and the folders shall be named with the date they were taken and
a brief description of the photo subject. For example: ‘2016-01-31 Roadway
Demolition.’
E. ENGINEER will approve the views to be taken and select the time at which they will
be taken. All photographs need to be viewable (digital), otherwise they will not be
allowed off-site (refer to paragraph 1.4.A). Views will vary depending on the
Progress Schedule.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01323-2
May 2025
F. A minimum of 20 color digital photographs shall be submitted with the pay
application during each pay period; see Section 1.3 below.
1.3 PHOTOGRAPH FORMAT
A. Furnish all photographs in digital format.
B. Provide all digital photographs on USB drive. The file format shall be “jpg”. The
digital photographs shall be provided in addition to the standard photographs
required under Paragraph 1.3.B, above. Provide a file for all required under
paragraphs 1.2.A and B.
C. Provide interior and exterior photographs of each buried structure prior to burial.
Provide a minimum of four internal views and four external views of each structure.
One view shall be provided of each wall, detail, floor and top of structure.
D. Place the following information in the digital file name for each photograph:
1.
Date photograph was taken.
2.
Description of view shown in photograph.
3.
Station Number
1.4 PRE-CONSTRUCTION PHOTOGRAPHS
A. General
1.
It is the CONTRACTOR’s responsibility to provide 150 pre-construction
photographs and video, so as to resolve any disputes which may arise regarding
the considerations prior to and subsequent to construction.
2.
If a dispute arises where no Pre-construction photographs were provided, the
disputed area shall be restored to the extent directed by the ENGINEER and to
the complete satisfaction of the ENGINEER.
3.
Prior to the start of any construction activities the CONTRACTOR shall furnish
(2) sets of color pre-construction photographs and video for approval; one for
the ENGINEER and one for the OWNER.
4.
Pre-construction photographs taken by CONTRACTOR will not be considered
as part of the required number of construction photographs required in
Paragraph 1.2, above.
5.
A high quality video of the site in digital format shall be made and submitted by
the CONTRACTOR.
6.
Drone photos are required per the contract general requirements.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01323-3
May 2025
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01330-1
May 2025
SECTION 01330
SUBMITTALS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Submittal of documents described in the General Conditions and hereinafter are
required prior to, during and at the end of the construction period. The submittals
shall conform to the requirements described in this Section and all referenced
Sections or Articles.
B. The CONTRACTOR will set up and maintain a project portal for use as a centralized
location for storing and conveying project information and for team communication.
The portal shall be utilized by the OWNER, ENGINEER and CONTRACTOR for
document tracking. The CONTRACTOR shall submit electronic copies of all
submittals by uploading the electronic files to the portal.
1.2 GENERAL SUBMITTAL REQUIREMENTS
A. A submittal shall be made for each complete system. Piecemeal submittals will not
be accepted.
B. Submittals requiring ENGINEER review only will be processed within 21 calendar
days after receipt from CONTRACTOR. Submittals requiring ENGINEER and
OWNER review will be processed within 30 calendar days after receipt from
CONTRACTOR.
C. CONTRACTOR shall maintain a file of all approved submittal documents at the
work site.
D. CONTRACTOR shall show his executed internal review and approval marking.
Submittals which are received from sources other than through CONTRACTOR’S
Office or which have not undergone CONTRACTOR review will be returned
“Rejected”.
1.3 PROCEDURE
A. Submittals Prior to Beginning the Work: Refer to the General Conditions of the
Contract Documents.
B. Submittals During Construction: During progress of the construction, provide the
following submittals in a timely manner to prevent any delay in the Work schedule:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01330-2
May 2025
1.
Shop Drawings, Product Data and Samples: Submit Shop Drawings, product
data and samples in accordance with Section 01332, Shop Drawing Procedures,
and as required in various Sections of the Contract Documents.
2.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
3.
Request for Information: Submit a Request for Information when any of the
following are required: an interpretation of the Specifications; additional
details; information not shown on the Drawings or in the Specifications; or
clarification of discrepancies, omissions, or errors is determined. Submit one
electronic PDF format copy to the ENGINEER for response. Once the RFI is
commented on by the ENGINEER, an electronic PDF format copy will be
forwarded to the OWNER.
4.
Change Orders: A proposal for a Change Order may be submitted by
CONTRACTOR in accordance with the General Conditions. The Change Order
Proposal must be in writing and must include sufficient information to assess the
need for a change in the Work, the Contract time or the Contract amount. Any
Work done by CONTRACTOR prior to execution of a Change Order is entirely
at his own risk.
5.
CONTRACTOR’S
Daily
Report:
Submit
electronic
copies
of
CONTRACTOR’S Daily Report. CONTRACTOR and each subcontractor shall
prepare and submit a daily report. The report shall contain, as a minimum,
information on the location and description of the Work being performed, size,
quantity and description of materials and equipment installed or delivered,
coordination or scheduling concerns, requests for clarifications, and any
discrepancies noted in the Contract Documents or on the as-built conditions. The
report shall also contain CONTRACTOR’S daily workforce count by craft,
general weather conditions, any Work performed other than during established
working hours, and any other pertinent items relative to the Work, and as
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
01330-3
May 2025
required by ENGINEER. The report is due at the ENGINEER’S office by 9:00
a.m. on the following Work day and shall be signed by a responsible member of
CONTRACTOR’S staff.
6.
Submittal Schedule: Submit an updated Shop Drawing, Product Data and
Sample Submittal Schedule with each Progress Payment Request.
7.
Construction Photographs: Submit Construction Photographs with each month’s
Progress Payment Request as specified in Section 01323, Construction
Photographs.
8.
Operation and Maintenance Manuals and Lesson Plans: Submit Equipment
Operation and Maintenance Manuals for approval, by the ENGINEER, within
30 days after approval of Equipment Shop Drawing. Submit Equipment
Training Lesson Plans for approval, by the ENGINEER, 60 days prior to
commencement of training. Submit Operation and Maintenance Data and Lesson
Plans in accordance with Section 01781, Operation and Maintenance Data and
Section 01821, Instruction of Operations and Maintenance Personnel.
C. Submittal at Substantial Completion: Submit all Operations and Maintenance Data
for each item of Work commissioned into operation.
D. Submittal At Project Closeout: With a written Notice of Completion, submit the
following items in the proper form as a condition of Final Acceptance of the Work:
1.
Project Record Documents: Submit in accordance with Section 01782, Record
Documents.
2.
Guarantees, Warranties and Bonds: Submit as required in the General
Conditions and listed in various Sections of the Specifications.
3.
Survey notes.
4.
Construction photographs of all completed Work, in accordance with Section
01323, Construction Photographs.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
(The remainder of this page left intentionally blank)
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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May 2025
APPENDIX A
Submittal Listing: The following is a list of anticipated submittals for the project:
This list does not alleviate Contractor from obligations of requirements of each
individual Technical Specifications.
No.
Description
Specification
1.
Shop Drawing Schedule
General Conditions
2.
Shop Drawing Procedures
01332
3.
Storm Water Pollution Prevention Plan
01412
4.
Confined Space Entry Plan
01415
5.
Testing Laboratory Services Furnished by Owner
01451
6.
Testing Laboratory Services Furnished by
CONTRACTOR
01452
7.
Testing of Hydraulic Structures
01453
8.
Project Identification Sign
General Conditions
9.
Field Engineering
01722
10.
Cutting and Patching
01723
11.
Record Documents
01782
12.
Diversion of Sewage Flow and Dewatering
02145
13.
Sewer Pipe and Sewer Structure Cleaning
02146
14.
Remote CCTV Inspection of Existing and Rehabilitated
Sewers
02147
15.
CIPP Lining of Existing Sewers
02148
16.
Demolition Methods
02220
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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No.
Description
Specification
17.
Clearing
02230
18.
Structural Excavation and Backfill
02315
19.
Polymer Concrete Manhole Insert
02532
20.
Fiber Reinforced Polymer
02720
21.
Samples/Concrete Formwork
03100
22.
Concrete Reinforcement
03200
23.
Concrete Joints
03251
24.
Anchorage in Concrete
03252
25.
Concrete Mix Design/Cast In Place Concrete
03300
26.
Grout Mix Design
03600
27.
Cellular Low Density Grout
03601
28.
Floor Access Hatch Covers
05581
29.
Fiberglass Reinforced Plastic Gratings and Support
Framing Members
06611
30.
Fiberglass Reinforced Plastic Stop Logs
06614
31.
Special Finishes
09910
32.
Polymer Concrete Structures
13210
33.
PVC Liner
13220
34.
Piping Systems
15050
35.
Thermoplastic Pipe
15106
36.
Centrifugally Cast, Fiberglass-Reinforced Polymer
Mortar Pipe (HOBAS)
15108.1
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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May 2025
SECTION 01332
SHOP DRAWING PROCEDURES
PART 1 - GENERAL
1.1 DESCRIPTION
A. The submittal of Shop Drawings shall conform to requirements of General
Conditions and procedures described in this Section. A separate transmittal form
shall be used for each specific item or class of material or equipment for which a
submittal is required. Transmittal of Shop Drawings on various items using a single
transmittal form shall be permitted only when the items taken together constitute a
manufacturer’s “package” or are so functionally related that expediency indicates
review of the group or package as a whole.
B. The term “Shop Drawings” as used herein shall be understood to include detailed
design calculations, fabrication and installation drawings, lists, graphs, test data,
operating instructions, and other items which shall include, but are not necessarily
limited to:
1.
Drawings and catalog information and cuts.
2.
Specifications, parts list, suggested spare parts lists, and equipment drawings.
3.
Wiring diagrams of systems and equipment, as required.
4.
Applicable certifications.
5.
Anchor bolt templates, mounting instructions and mounting design calculations
as required.
6.
Required maintenance operations to allow all installed equipment to remain idle
for a period of time not to exceed 24 months.
7.
Other technical, installation, and maintenance data as applicable.
8.
Unloading and handling methods and storage requirements.
9.
Note, highlight, and explain proposed changes to the Contract Documents.
10. Paint submittal showing type of paint and the mils thickness of coating system
used.
11. Drawings showing CONTRACTOR field verifications illustrating all field
dimensions. Field verify all dimensions and existing materials shown on the
Drawings. Any modifications required shall be at CONTRACTOR’S expense.
12. For materials or products which can contact drinking water as part of a Water
Treatment Process or Water Supply System Certificate of Compliance with
NSF/ANSI 61 Standard or with Arizona Administrative Code R18-4-119.
13. Complete, detailed written preventive maintenance instructions as defined
below.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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C. Preventive Maintenance Instructions:
1.
The term "preventive maintenance instructions" includes all information and
instructions required to keep a product or piece of equipment properly
maintained according to the manufacturer’s recommendation to fulfill the
equipment warranty conditions and ensure the equipment or asset reaches its
maximum potential life.
2.
Preventive maintenance instructions include, but are not limited to, the
following:
a.
A written explanation with illustrations for each preventive maintenance
task.
b.
Recommended schedule for execution of preventive maintenance tasks.
c.
Lubrication charts.
d.
Table of alternative lubricants.
e.
Trouble shooting instructions.
f.
List of required maintenance tools and equipment.
g.
Special tools.
3.
The maintenance tasks frequency are driven by calendar, run-time, or meter
reading.
D. Preliminary Submittal Schedule: CONTRACTOR, within 14 days after the Notice-
to-Proceed, shall prepare and submit to the ENGINEER a Preliminary Submittal
Schedule. Identify on his Preliminary Submittal Schedule all of the submittal items
required by the Contract Documents governing the Work.
E. Submittal Schedule: CONTRACTOR, within 21 days after the Notice-to-Proceed,
shall prepare and submit to the ENGINEER a comprehensive Submittal Schedule.
Identify on his Submittal Schedule all of the submittal items required by the Contract
Documents governing his Work. Indicate, for each submittal item of the Submittal
Schedule the following:
1.
The date by which that item will be submitted to the ENGINEER.
2.
The date by which response is required.
3.
The date by which the material or equipment must be on site in order not to
delay the progress of the Work.
F. In preparing his Submittal Schedule, consider the nature and complexity of each
submittal item and shall allow ample time for review, revision or correction.
Submittal will normally be returned to CONTRACTOR within 21 calendar days
following receipt of the submittal.
G. The ENGINEER will review CONTRACTOR’S Submittal Schedule to determine its
completeness and compatibility with the Progress Schedule. A Submittal Schedule
which is incompatible with the Progress Schedule or a review schedule which places
extraordinary manpower demands on the ENGINEER will be sufficient reason(s) to
reject the Submittal Schedule. It shall be understood that certain submittals will take
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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longer than 21 days to review and that these particular submittals will be identified
during the review of the Submittal Schedule, by the ENGINEER to allow for very
complex submittal reviews. Also, identify submittal for which he anticipates long
review periods.
H. Approval of the Submittal Schedule shall be required prior to processing of the first
progress payment.
1.2 PROCEDURE
A. Submit Shop Drawings to: Electronically through Procure as managed by the
Contractor.
B. A letter of transmittal shall accompany each submittal. If data for more than one
Section of the Specifications is submitted, a separate transmittal letter shall
accompany the data submitted for each Section.
C. A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to indicate
requested deviations from specification requirements. Check marks () shall denote
full compliance with a paragraph as a whole. If deviations from the specifications are
indicated, and therefore requested by the CONTRACTOR, each deviation shall be
underlined and denoted by a number in the margin to the right of the identified
paragraph, referenced to a detailed written explanation of the reasons for requesting
the deviation. The ENGINEER shall be the final authority for determining
acceptability of requested deviations. The CONTRACTOR shall furnish equipment
and/or services as specified if an exception and/or deviation is rejected. The
remaining portions of the paragraph not underlined will signify compliance on the
part of the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be sufficient
cause for rejection of the entire submittal with no further consideration.
D. At the beginning of each letter of transmittal, provide a reference heading indicating
the following:
1.
OWNER’S Name: City of Chandler Public Works and Utility Department
2.
Project Name: LOOP 101 AND 202 FREEWAY 66-INCH REDUNDANT
SEWER PROJECT
3.
City Project No. WW 2402.401
4.
Transmittal No.
5.
Section No.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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E. If a Shop Drawing deviates from the requirements of the Contract Documents,
specifically note each variation in his letter of transmittal.
F. All Shop Drawings submitted for approval shall have a title block with complete
identifying information satisfactory to ENGINEER.
G. All Shop Drawings submitted shall bear the stamp of approval and signature of
CONTRACTOR as evidence that they have been reviewed and verified to the
completeness of the submittal by CONTRACTOR. Submittal without this stamp of
approval will not be reviewed by ENGINEER and will be returned to
CONTRACTOR. CONTRACTOR’S stamp contain the following minimum
information:
Project Name:
CONTRACTOR’S Name:
Date:
---------------------Reference----------------------
Item:
Specifications:
Section:
Page No.:
Para. No.:
Drawing No.: ____________________ of
Location:
Submittal No.:
Approved By:
H. In order to identify and track all submittals as separate and unique items, utilize the
submittal identification numbering system as follows:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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1.
The Submittal Number shall be a separate and unique number correlating to
each individual submittal that is required to be tracked as a separate and unique
item. The Submittal Number shall be a two part, eight character, alpha/numeric
number assigned by CONTRACTOR in the following manner:
a.
The first part of the Submittal Number shall consist of five characters that
pertain to the applicable Specification Section number.
b.
The second part of the Submittal Number shall consist of three digits
(numbers 001 to 999) to number each separate and unique submittal
submitted under each Specification Section.
c.
A dash shall separate the two parts of the Submittal Number.
d.
A typical Submittal Number for the third Working Drawing submitted
under Section 15101, Ductile Iron Pipe, would be 15101-003.
2.
The Review Cycle shall be a three-digit number indicating the initial submission
or resubmission of the same submittal. For example:
001 = First (initial) submission
002 = Second submission (first resubmission)
003 = Third submission (second resubmission)
3.
An example of the typical submittal identification numbers for the first
submission of the third submittal submitted under Section 15101, Ductile Iron
Pipe is:
Submittal Number
Review Cycle
15101-003
001
4.
An example of the typical submittal identification numbers for the second
submission of the third submittal submitted under Section 15101, Ductile Iron
Pipe is:
Submittal Number
Review Cycle
15101-003
002
I.
After ENGINEER completes his review, Shop Drawings will be affixed with a
stamp and marked with one of the following notations:
1.
Approved.
2.
Approved as Corrected.
3.
Approved as Corrected, Resubmit.
4.
Revise and Resubmit.
5.
Not Approved.
6.
Not Reviewed.
7.
For Information Only.
J.
If a submittal is acceptable, the ENGINEER will mark it “Approved” or “Approved
as Corrected” and will forward electronic copy in PDF format of the submittal to the
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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OWNER for review and comment. The OWNERS review process will begin when
all required copies of a specific submittal are received. After the OWNERS review is
complete, the ENGINEERS and OWNERS comments will be combined and
returned to CONTRACTOR electronically.
K. Upon return of a submittal marked “Approved” or “Approved as Corrected”,
CONTRACTOR may order, ship or fabricate the materials included on the submittal,
provided it is in accordance with the corrections indicated.
L. If a Shop Drawing marked “Approved as Corrected” has extensive corrections or
corrections affecting other Shop Drawings or Work, ENGINEER may require that
CONTRACTOR make the corrections indicated thereon and resubmit the Shop
Drawings for record purposes. Such Shop Drawings will have the notation,
“Approved as Corrected - Resubmit.” The corrected Shop Drawing shall be a pre-
condition for payment for the work item of the Shop Drawing.
M. If a submittal is unacceptable, an electronic copy will be returned to CONTRACTOR
with one of the following notations:
1.
“Revise and Resubmit”.
2.
“Not Approved”.
N. Upon return of a submittal marked “Revise and Resubmit”, make the corrections
indicated and repeat the initial approval procedure. The “Not Approved” notation is
used to indicate material or equipment that is not acceptable. Upon return of a
submittal so marked, repeat the initial approval procedure utilizing acceptable
material or equipment.
O. Any related Work performed or equipment installed without an “Approved” or
“Approved as Corrected” Shop Drawing will be at the sole responsibility of
CONTRACTOR.
P. Shop Drawings shall be submitted well in advance of the need for the material or
equipment for construction and with ample allowance for the time required to make
delivery of material or equipment after data covering such is approved. Assume the
risk for all materials or equipment which are fabricated or delivered prior to the
approval of Shop Drawings. Materials or equipment will not be included in periodic
progress payments until approval thereof has been obtained in the specified manner.
Q. ENGINEER will review and process all submittals promptly; a reasonable time shall
be allowed for this, for the Shop Drawings being revised and resubmitted, and for
time required to return the approved Shop Drawings to CONTRACTOR.
R. Responsibility belongs to CONTRACTOR to review submittals made by his
suppliers and subcontractors before transmitting them to the ENGINEER to assure
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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May 2025
proper coordination of the Work and to determine that each submittal is in
accordance with CONTRACTOR’S desires and that there is sufficient information
about materials and equipment for ENGINEER to determine compliance with the
Contract Documents. Incomplete or inadequate submittals will be returned for
revision without review.
S. Furnish required submittals with complete information and accuracy in order to
achieve required approval of an item within one submittal. Backcharges for
resubmittals that account for a number greater than 20 percent of the total number of
first time submittals and will be backcharged for all third submittals. The number of
first time submittals shall be equal to the number of submittals agreed to by
ENGINEER and CONTRACTOR in accordance with Section 01330 Appendix A.
All costs to ENGINEER involved with subsequent submittal of Shop Drawings,
Samples or other items requiring approval will be backcharged to CONTRACTOR at
the rate of 3.0 times direct technical labor cost by deducting such costs from
payments due CONTRACTOR for Work completed. In the event that
CONTRACTOR requests a substitution for a previously approved item, all of
ENGINEER’S costs in the reviewing and approval of the substitution will be
backcharged to CONTRACTOR, unless the need for such substitution is beyond the
control of CONTRACTOR.
T. The OWNER reserves the right to withhold monies, identified in the General
Conditions, for Shop Drawing reviews beyond those described herein.
U. The ENGINEER will implement, if requested by CONTRACTOR, one special Shop
Drawing Review Meeting. The purpose of the meeting is to expedite Shop Drawing
reviews for the equipment and materials required for the first document of the Work.
Requirements of this Section will not be waived, but could be expedited.
V. Mark each page of a submittal and each individual component submitted with the
specification number, paragraph, and subparagraph. Arrange submittal information
presentation to appear in the sequence in the Specification Section.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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01412-1
May 2025
SECTION 01412
STORMWATER POLLUTION PREVENTION PLAN AND PERMIT
PART 1 - GENERAL
1.1 DESCRIPTION
A. Comply with the terms and conditions of the Arizona Pollutant Discharge
Elimination System (AZPDES) requirements under the Arizona Department of
Environmental Quality (ADEQ) General Permit. Under provisions of that permit,
CONTRACTOR is designated as permittee and responsible for providing necessary
material and for taking appropriate measures to minimize pollutants in stormwater
runoff from the Project. Obtain a DeMinimus discharge permit from ADEQ for any
discharge that is to Waters of the U.S., and comply with the requirements of the
permit.
B. The Contract Price shall include all material, labor and other permits and incidental
costs related to:
1.
Preparing, updating and revising the Stormwater Construction Pollution
Prevention Plan (SWPPP).
2.
Installing and maintaining all structural and non-structural items chosen by
CONTRACTOR to comply with the construction SWPPP.
3.
Clean-up and disposal costs associated with clean-up and repair following storm
events or CONTRACTOR caused spills on the Project.
4.
Implementing and maintaining Best Management Practices to comply with the
OWNER'S stormwater code.
5.
Preparing the Notice of Intent and Notice of Termination shall be covered by the
AZPDES General Permit for Arizona.
6.
Obtain and comply with DeMinimus permit, if such permit is required.
C. Coordinate the requirements under this Section with Section 02315, Structural
Excavation and Backfill, permit requirements. All necessary SWPPP controls and
practices must be implemented prior to commencement of any construction activity.
1.2 SUBMITTALS
A. Submit, at least two days prior to the initial start of construction on the project;
completed and signed Notice of Intent forms to the State of Arizona at the following
addresses:
1.
Stormwater Program - Water Permits Section / NOI
Arizona Department of Environmental Quality
1110 West Washington, 5415B-3
Phoenix, AZ 85007
CITY OF CHANDLER: Public Works and Utilities Department
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B. Submit to the OWNER, no later than 14 days before submitting to the State agency
the following:
1.
Notice of Intent (NOI) to be covered by the AZPDES General Permit for
Arizona, including certifications of signature.
2.
SWPPP for the Project, including certification of signature. Stormwater Plan
shall include CONTRACTOR'S proposed temporary means for stormwater
control during all phases of construction and include stormwater
pumping/retention plans. This submittal shall be coordinated with
CONTRACTOR'S Excavation Plan submittal, specified in Section 02315,
Excavation and Backfill.
3.
A manual has been prepared by the Maricopa County Flood Control District to
aid in CONTRACTOR'S preparation of the SWPPP. This manual, "Drainage
Design Manual for Maricopa County Arizona, Volume III, Erosion Control" is
available at the Flood Control District Office, 2801 West Durango Street,
Phoenix, Arizona. The complete Construction General Permit is available from
the ADEQ website at:
https://www.azdeq.gov/swppp
C. Submit to the OWNER, as part of the Construction SWPPP a construction site
inspection report that includes the following:
1.
Inspection scope.
2.
Inspector qualifications.
3.
Observations of SWPPP non-compliance and corrective steps taken.
4.
Certificate of Compliance with SWPPP and the AZPDES General Permit for
Stormwater Discharge in the event of no incidents. Reports shall be submitted
each quarter, at a minimum, throughout the Contract duration.
D. Submit to the OWNER, upon project completion the Notice of Termination (NOT) of
coverage under AZPDES General Permit.
E. CONTRACTOR shall submit electronic copy per Specification Section 01332, Shop
Drawing Procedures. Text shall be in electronic ASCII format. Drawings and figures
shall be in pdf ".pdf" format.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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01413-1
May 2025
SECTION 01413
CONTRACTOR’S HAZARDOUS MATERIALS MANAGEMENT PROGRAM
PART 1 - GENERAL
1.1 DESCRIPTION
A. Comply with all Federal, State, and local Laws and Regulations related to
environmental protection and environmental safety including, but not limited, to the
following:
1.
Title 29 Code of Federal Regulations Parts 1910, Occupational Safety and
Health.
2.
Title 40 Code of Federal Regulations, Environmental Protections.
3.
Title 49 Code of Federal Regulations, Transportation.
4.
State Occupational Safety and Health Administration (OSHA).
5.
Arizona Department of Environmental Quality (ADEQ).
6.
Arizona Department of Water Resources (ADWR).
7.
Maricopa County Air Pollution Control Regulations.
B. In order to ensure the OWNER that CONTRACTOR is complying with the intent of
the regulations stated in Paragraph 1.1.A, above, as they relate to the on site use of
hazardous materials, hazardous wastes and other substances similarly defined in
those regulations, CONTRACTOR shall develop and maintain a CONTRACTOR’S
Hazardous Materials Management Program that includes as a minimum, but is not
limited to the requirements specified herein. The interests of the OWNER are that
accidental spills, site contamination, and injury of personnel on the site are avoided.
OWNER will not enforce suspected violations of the rules and regulations referenced
in Paragraph 1.1.A, above, however the OWNER will notify CONTRACTOR of
suspected violations. If in the opinion of the OWNER, CONTRACTOR fails to
address the suspected violations in a timely and appropriate manner, OWNER will
notify Federal, State, or local regulatory agencies, report the suspected violations to
them, and request that they inspect CONTRACTOR’S operations. Any fines that may
be levied against OWNER for violations committed on the site by CONTRACTOR,
as well as any costs to OWNER associated with cleanup of materials, shall be
reimbursed immediately by CONTRACTOR. All documents required by the program
shall be made available to the OWNER’S Environmental Representative
immediately, upon request.
C. Responsibility for any hazardous waste, as defined in any of the above listed
regulations, and those generated by the CONTRACTOR, belongs to
CONTRACTOR. If CONTRACTOR is going to generate, or has generated, a
substance that qualifies as a hazardous waste, must obtain an EPA identification
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number, listing CONTRACTOR’S name and construction site address as the
generator of the hazardous waste. Responsibility for the identification, analysis,
profiling, transport and disposal of hazardous wastes generated, belongs to
CONTRACTOR. The identification number can be obtained from the Arizona
Department of Environmental Quality (ADEQ). This number shall be provided to the
ENGINEER within 30 days after the Notice to Proceed, or before any hazardous
materials are brought onto the site.
1.2 HAZARDOUS MATERIALS PROGRAM REQUIREMENTS
A. Within the regulations listed in Paragraph 1.1.A, above, terms such as hazardous
material, hazardous wastes, and similar terms have varying definitions. To dispel
confusion regarding what materials fall under the Program Requirements and for the
purposes of this Article, Hazardous Material is defined as “any material, whether
solid, semi-solid, liquid, or gas, which, if not stored or used properly, may cause
harm or injury to persons through inhalation, ingestion, absorption or injection, or
which may negatively impact the environment through the use or discharge of the
material on the ground, in the water (including groundwater), or to the air.”
B. All chemicals brought onto the site must be approved by OWNER. Prior to bringing
any chemical on site, request approval from OWNER’S Environmental
Representative for each chemical CONTRACTOR proposes to bring on site. At the
time of request, OWNER’S Environmental Representative may request and receive
from CONTRACTOR, specific information associated with each chemical. The
specific information may include, but is not limited to, SDS, manufacture, vendor,
container size(s), number of containers, minimum and maximum volume of material
intended to be stored on site, as well a description to the process or procedures in
which any requested chemical is to be used. OWNER, within 10 working days from
receipt of the specific chemical information, will inform CONTRACTOR as to
whether the chemical has been approved for use on site.
C. CONTRACTOR shall maintain on site two notebooks containing (1) a chemical
inventory, and (2) current (dated within the past two years) Safety Data Sheets for all
materials being used on site, whether or not they are defined as a Hazardous Material
in Paragraph 1.2.A, above. One notebook shall be kept in CONTRACTOR’S on-site
office and the other shall be kept in a location specified by the OWNER’S
Environmental Representative. These notebooks must be kept up-to-date as materials
are brought onto and removed from the site. Copies of SDS sheets for chemicals
removed from the site shall be provided to the OWNER’S Environmental
Representative.
D. CONTRACTOR shall develop an emergency/spill response plan, for each hazardous
material or class/group of materials. As a minimum, the response plan must address
the following:
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1.
Provide a description of equipment on site available to contain or respond to an
emergency/spill of the material.
2.
Notification procedures.
3.
Response coordination procedures between CONTRACTOR, OWNER, and
ENGINEER.
4.
Provide a Site Plan showing the location of stored hazardous materials and
location of spill containment/response equipment.
5.
Provide a description of the hazardous material handling and spill response
training provided to CONTRACTOR’S employees.
E. CONTRACTOR shall in accordance with applicable Laws and Regulations, properly
and safely store all hazardous materials, which shall include as a minimum, the
following:
1.
Have a designated storage site for hazardous materials that includes secondary
containment. The site must include barriers to prevent vehicles from colliding
with the storage containers and offer protection from environmental factors such
as weather.
2.
Provide signage in accordance with applicable Laws and Regulations, clearly
identifying the hazardous materials storage site.
3.
All hazardous materials containers must bear the applicable Hazard Diamonds.
F. CONTRACTOR shall properly label all containers of consumable materials, whether
or not they are classified as Hazardous Materials under this Section. The name of
CONTRACTOR or subcontractor shall be stenciled on any container containing a
hazardous material and on any container over five-gallon capacity containing a non-
hazardous material. Any container must have a label clearly identifying the contents.
If any such unlabeled containers are discovered on the site, the OWNER’S
Environmental Representative will notify CONTRACTOR. Responsibility to
remove such containers belongs to CONTRACTOR. Containers will be properly
labeled or removed it from the site within one hour. Any containers that are filled
from larger containers must also be properly labeled.
G. OWNER encourages storage of hazardous materials off site until the materials are
needed on site.
H. CONTRACTOR shall provide all documentation required herein available
immediately upon request of OWNER’S Environmental Representative.
CONTRACTOR’S Safety Representative will meet at least monthly with OWNER’S
Environmental Representative to review CONTRACTOR’S Hazardous Materials
Management Program documents, procedures, and inspect the storage site and job
site to ensure the requirements specified herein are being complied with. Also,
provide OWNER’S Environmental Representative and the ENGINEER with copies
of all permits obtained from environmental regulatory agencies.
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I.
Provide documentation to ENGINEER and OWNER’s Environmental Representative
that CONTRACTOR, subcontractors, or others hired by CONTRACTOR making
deliveries of hazardous Materials (as defined in Title 49 CFR) to the site are in
compliance with Title 49 CFR 172.800 – 172.804, which requires each person who
offers for transportation in commerce or transports in commerce one or more of the
following hazardous materials, as defined by Title 49 CFR, must develop and adhere
to a security plan for hazardous materials that conforms to the requirements of this
subpart.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
++ END OF SECTION ++
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SECTION 01414
EARTHMOVING AND DUST CONTROL
PART 1 - GENERAL
1.1 DESCRIPTION
A. CONTRACTOR shall obtain all earthmoving permits and any other permits
required for earthmoving and dust generating operations related to the Work as
required by the Maricopa County Air Pollution Control Regulations.
B. CONTRACTOR shall not cause or allow any dust generating operation,
earthmoving operation, use of property, or any other operation which causes
fugitive dust emissions that exceed the 20 percent visible emission opacity limit in
Rule 300 of Maricopa County’s Air Pollution Control Regulations.
C. If requested by the OWNER, ENGINEER, or Maricopa County representative,
shall conduct opacity observations for visible emissions of fugitive dust in
accordance with techniques specified in USEPA Reference Method 9.
D. In addition to earthmoving permits, CONTRACTOR shall obtain an approved
Dust Control Plan from Maricopa County. At a minimum, the Dust Control Plan
shall include the following information:
1.
Name(s), address(es) and phone number(s) of the person(s) responsible for
the preparation, submittal, and implementation of the Dust Control Plan and
responsible for the dust generating operations.
2.
A site plan that describes the total area of land surface to be disturbed (in
acres); the operations and activities to be performed on the site; actual and
potential sources of fugitive dust emissions; and the delivery, transportation,
and storage areas for the site (including types of materials stored and
appropriate size of material stock piles).
3.
Description of the Reasonably Available Control Measures (RACM) to be
applied during all periods of dust generating operations at all actual and
potential sources of fugitive dust.
4.
Description of dust suppressants to be applied including product
specifications; method, frequency, and intensity of application; type, number,
and capacity of application equipment; and certifications related to the
suppressant’s appropriate and safe use.
5.
Description of specific surface treatment(s) or RACM used to control
material track-out where unpaved or access points join paved surfaces.
6.
Description of at least one alternative RACM for each actual and potential
fugitive dust source shall be designated as a contingency measure.
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E. CONTRACTOR shall post a copy of all earthmoving permits as well as the
approved Dust Control Plan in a conspicuous location at the worksite and provide
a copy of each to the ENGINEER.
F. CONTRACTOR shall maintain a daily written log that records the actual
application or implementation of the RACMS described in the approved Dust
Control Plan. Maintain this written log and supporting documentation on site and
shall make available for review on request by ENGINEER, OWNER, or
Maricopa County representative. Retain copies of the Dust Control Plan, RACM
implementation records, and all supporting documentations for a minimum of
three years.
G. CONTRACTOR, at a minimum, CONTRACTOR shall provide all necessary
equipment and materials to apply sufficient dust suppressants (e.g., water, etc.),
properly clean (sweep, etc.) all track-out areas, and provide adequate physical
stabilizations (e.g., gravel, recycled asphalt, etc.) to meet all requirements of the
earthmoving permit and approved Dust Control Plan. Use these methods to
control fugitive dust generation from all CONTRACTOR operations on all
CONTRACTOR areas including, but not limited to:
1.
Construction areas.
2.
Vehicle and equipment parking areas.
3.
Material storage areas.
4.
Office and trailer areas.
5.
Haul and access roadways.
6.
Track-out areas.
7.
All other areas where CONTRACTOR work, storing, or parking of vehicles,
equipment, and materials.
H. CONTRACTOR shall pay all fines issued to the OWNER by the USEPA, ADEQ,
or Maricopa County due to violation of CONTRACTOR’S earthmoving permit
and Dust Control Plan.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
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SECTION 01415
CONFINED SPACE ENTRY PLAN
PART 1 - GENERAL
1.1 DESCRIPTION
A. OWNER has determined that portions of the Work site may constitute “confined
spaces” as defined in 29 CFR §1926.21(b)(2) and 1910.146. Accordingly,
CONTRACTOR shall incorporate into its Safety Plan for the Work site appropriate
measures to protect the health and safety of all persons on the Work site or who may
be affected by the Work, including, without limitation thereby, employees and
representatives of CONTRACTOR, any subcontractor, OWNER, or ENGINEER
while they are present and engaged in the performance of their duties on the Work
site.
B. CONTRACTOR shall comply with all local, State and Federal rules and regulations
related to the protection of persons working or entering into confined spaces
including, but not limited to the following:
1.
29 United States Code §654.
2.
Title 29 Code of Federal Regulations Parts 1910 and 1926, Occupational Safety
and Health.
3.
Ariz. Rev. Stat. §23-403.
4.
City of Chandler Confined Space Program.
C. To assure OWNER that CONTRACTOR is complying with the intent of the
regulations stated in Paragraph 1.1.A, above, as they relate to the protection of all
persons on the Work site, CONTRACTOR’S Safety Plan, at a minimum, respond to
the following requirements as they relate to Work in confined spaces:
1.
Conducting a Site-specific hazard assessment to identify confined spaces that
should be characterized as “Permit Required Confined Spaces” within the
meaning of 29 CFR §1926.21 (b)(6)(i) and 29 CFR §1910.146.
2.
Adopting as an element of its Safety Plan appropriate requirements for
safeguarding access to “Permit Required Confined Spaces.”
3.
Providing training, personal protective or safety equipment and personnel as
needed to perform the Safety Plan’s requirements for “Permit Required
Confined Spaces.”
4.
Performing all record-keeping required for “Permit Required Confined Spaces”,
including the required permits and confined space data sheets located in Section
01331, Reference Forms.
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1.2 CONFINED SPACES SAFETY PLAN REQUIREMENTS
A. For purposes of the Safety Plan requirements listed in Article 1.1, above, “confined
spaces” are those areas on or about the Work site that fall within OSHA’s definition
as “any space having limited means of egress, which is subject to the accumulation of
toxic or flammable contaminants or has an oxygen deficient atmosphere. Confined or
enclosed spaces include, but are not limited to, storage tanks, process vessels, bins,
boilers, ventilation or exhaust ducts, sewers, underground utility vaults, tunnels,
pipelines, and open top spaces more than four feet in depth such as pits, tubs, vaults,
and vessels.”
B. CONTRACTOR shall ensure that those persons who are required to enter a confined
space are trained according to OSHA requirements set forth in 29 CFR §1926.21
(b)(6)(i).
C. If the confined space is a “Permit Required Confined Space”, then CONTRACTOR
shall comply with the standards set forth in 29 CFR §1910.146. and the City of
Chandler, Confined Space Program.
D. “Permit Required Confined Space” means a confined space that has one or more of
the following characteristics:
1.
Contains or has the potential to contain a hazardous atmosphere.
2.
Contains a material that has the potential for engulfing an entrant.
3.
Has an internal configuration such that an entrant could be trapped or
asphyxiated by inwardly converging walls or floors, or by a floor that slopes
downward and tapers to a smaller cross-section.
4.
Contains any other recognized serious safety or health hazard.
1.3 SUBMITTALS
A. CONTRACTOR shall prepare and submit a site-specific Confined Space Entry Plan
as a portion of the CONTRACTOR’S site-specific Health and Safety Plan
B. CONTRACTOR shall submit soft copy per Specification Section 01332, Shop
Drawing Procedures. Soft copies shall be in pdf format.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
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SECTION 01416
SPECIAL INSPECTIONS
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes:
1.
This Section describes the requirements for providing special tests and
inspections required by the International Building Code.
B. Purpose:
1.
This Document was developed to address the requirements of the 2024
International Building Code IBC, chapter 17.
2.
One or more special inspectors will be hired by the OWNER or the OWNER’S
Agent to provide inspections during construction on the types of work stated
herein.
3.
When required, a Certificate of Special Inspections will be submitted to the
Building Code Official as a condition for permit issuance. This specification
includes a complete list of materials and work requiring special inspections, the
inspections to be performed and a list of the minimum qualifications of the
individuals, approved agencies or firms intended to be retained for conducting
such inspections.
1.2 DEFINITIONS
A. Special Inspector: Representative of the OWNER approved inspection agency
designated for that portion of the work.
B. Testing Agency: Approved agency, not affiliated or hired by the CONTRACTOR,
which is responsible for the materials testing requirements of the project including
but not limited to concrete cylinder breaks, soils testing, and masonry materials
testing.
C. Soils Engineer or Geotechnical Engineer: For the purposes of Special Inspection
"Soils Engineer," "Geotechnical Engineering," and "Special Inspector" shall be
interchangeable as pertains to the Division 02 specifications.
D. NICET: National Institute for Certification in Engineering Technologies.
E. RPSI: Registered Professional for Special Inspections.
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1.3 CONTRACTOR’S RESPONSIBILITIES
A. Cooperate with testing agency personnel, special inspector, and agents of the
Building Code Official and provide access to the work.
1.
Providing access to the work shall include all labor and facilities to perform
inspections and tests as listed in the specifications for the duration of the
inspections or tests involved.
2.
Provide means to obtain and handle samples taken on site.
B. Attend a pre-construction meeting to coordinate and clarify inspection and testing
procedures, requirements.
C. Notify special inspector and/or testing agency of work to be inspected/tested
minimum of 48 hours prior.
D. Work for which special inspections are required shall remain accessible and exposed
for the purposes of special inspections until completion of required special
inspections.
E. Any portion of work that is not in conformance shall be corrected and re-inspected.
Such portions of the work shall not be covered or concealed until authorized by
ENGINEER.
F. Work to be inspected should be complete at time of inspector's arrival on-site.
G. Payment for Special Inspection services will be in accordance with the following:
1.
Payment described below is for the Testing Agency and Special Inspector costs
and does not include the CONTRACTOR’s costs listed in Paragraph 1.3 A.
2.
After CONTRACTOR notification, inspector arrives at site and performs
inspection within the timeframe defined in Item 4 below.
a.
Inspection reveals work is satisfactory.
b.
OWNER pays all costs associated with this inspection.
3.
After CONTRACTOR notification, inspector arrives at site and performs
inspection within the timeframe defined in Item 4 below.
a.
Inspection reveals work is deficient.
b.
CONTRACTOR corrects deficiencies within timeframe defined in Item 4
below.
c.
Work is re-inspected and work is satisfactory.
d.
OWNER pays all costs associated with this inspection.
4.
After CONTRACTOR notification, inspector arrives at site and work is not
ready for inspection when inspector arrives.
a.
Inspector will remain on-site for a maximum of 2 hours awaiting the
completion of the work.
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b.
If work is not ready for inspection at the end of this period, inspector will
be dismissed until CONTRACTOR requests re-inspection.
c.
All costs associated with this inspection trip will be charged to the
CONTRACTOR.
5.
After CONTRACTOR notification, inspector arrives at site and performs
inspection within the timeframe defined above.
a.
Inspection reveals work is deficient.
b.
CONTRACTOR attempts to correct deficiencies within 2 HR timeframe
and calls for re-inspection.
c.
Work is re-inspected and found to still be deficient.
d.
Inspector will be dismissed.
e.
All costs associated with this inspection trip will be charged to the
CONTRACTOR.
6.
OWNER will pay for "passing" soils on the Project. Costs of corrective actions
and cost of failed test areas requiring retesting are the sole responsibility of the
CONTRACTOR.
H. Special Inspection is intended to be an independent quality assurance. Special
Inspections shall not relieve the CONTRACTOR of any quality assurance, quality
control, workmanship, or warranty responsibilities. CONTRACTOR’s own
personnel shall review all work to be inspected for conformance with Contract
Documents prior to calling for inspection.
1.4 REPORTING DUTIES AND AUTHORITY
A. The meeting is to be attended by:
1.
OWNER.
2.
ENGINEER.
3.
Building Code Official or designee.
4.
Testing Agency and Special Inspectors.
5.
General Contractor.
6.
Appropriate Sub-contractor(s).
B. Reporting requirements for special inspector per IBC 2024.
1.
Comply with requirements of IBC Section 1704.2.4.
2.
Provide written documentation of all inspections and testing.
a.
Include exact location of work.
b.
If testing of specimens is included, include detailed information on storage
and curing of specimens prior to testing.
3.
Furnish inspection and test reports to the CONTRACTOR, the ENGINEER’S
Project Manager and the OWNER’S on-site representative.
a.
Indicate that work inspected was done in conformance with approved
construction documents.
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b.
Immediately report any discrepancies to the CONTRACTOR for
correction.
1) Deficient work that has been covered up or concealed prior to re-
inspection shall be reported to the ENGINEER and the Building Code
Official.
c.
If the discrepancies are not corrected in a timely fashion, notify the
ENGINEER’s Project Manager and OWNER’S on-site representative.
4.
Issue an electronic report summarizing all inspections, corrective action
notifications and resolution of discrepancies and non-conforming work every
two weeks (14 calendar days).
a.
Copy will be available to:
1) ENGINEER’s Project Manager.
2) OWNER.
3) The Building Code Official.
4) General Contractor.
5.
At the end of the Project, the RPSI shall compile all test reports for each
inspected material and for each Special Inspector and summarize into a single
PDF and submit to the ENGINEER and Building Code Official.
a.
Final summary report to be signed and sealed by a Registered Professional
for Special Inspections stating:
1) The required Special Inspections have been performed.
2) All discrepancies have been resolved except as specifically stated in
the summary report.
C. Special Inspector does not have authority to stop work or modify the requirements of
the Contract Documents.
1.5 QUALIFICATIONS
A. Qualifications stated here are the minimum recommended by the ENGINEER. If the
Building Code Official has more stringent qualifications, the more stringent
qualifications will take precedence.
B. All Special Inspections and Testing to be done under the direction of a Professional
ENGINEER registered in the State of Arizona herein referred to as Registered
Professional for Special Inspections (RPSI).
C. Soil related testing.
1.
The Testing Agency shall have a minimum of 10 years’ experience in the testing
of these materials.
2.
The Testing Agency’s technician(s) conducting this testing:
a.
Shall have a minimum of five years’ experience in the testing of soil,
concrete, mortar, grout, steel and aluminum as appropriate.
3.
Concrete related work:
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a.
International Code Council certification for Reinforced Concrete and
American Concrete Institute Concrete Field-Testing Technician – Grade 1.
D. Special Structural Inspections:
1.
Professional Engineers, licensed in the State of Arizona, may perform special
inspections in accordance with their license qualifications.
2.
Other individuals, working under the direct supervision of a licensed engineer
and meeting the following qualifications, may perform special inspections.
3.
Soils related work:
a.
NICET
Level
II
Certification
in
geotechnical
engineering
technology/construction; or
b.
Registered Geologist; or
4.
Concrete related work:
a.
International Code Council certification for Reinforced Concrete Special
Inspector or American Concrete Institute Concrete Construction Special
Inspector.
5.
Precast concrete erection related work:
a.
Professional Engineers, licensed in the State of Arizona.
6.
Precast concrete erection welding:
a.
American Welding Society as a Certified Welding Inspector; or
b.
International Code Council Structural Steel and Welding Certification and
American Welding Society Qualified and one year of related experience; or
c.
NDT Level II or II Certificate (for non-destructive testing only).
7.
Steel and aluminum related work:
a.
Frame and material verification (Appendix E, Items 3 and 6):
1) International Code Council Structural Steel and Welding Certification
and one-year related experience.
b.
Welding:
1) American Welding Society as a Certified Welding Inspector; or
2) International Code Council Structural Steel and Welding Certification
and American Welding Society Qualified and one year of related
experience; or
3) NDT Level II or II Certificate (for non-destructive testing only).
8.
Other equivalent certifications will not be acceptable unless approved by the
Engineer.
1.6 TESTS
A. Selection of the material required to be tested shall be by the OWNER’S Testing
Laboratory and not the CONTRACTOR.
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1.7 SPECIAL TESTING AND INSPECTIONS
A. Testing laboratory: Special tests will be performed by the OWNER’S testing
laboratory as specified in Section 01451.
B. The following types of work require special inspection as described in IBC. Refer to
the following verification, testing, and inspection schedules.
1.
Appendix A, Cast-In-Place Concrete Special Inspection Schedule.
2.
Appendix D, Soils Verification and Inspection Schedule.
3.
Appendix E, Structural Steel Special Inspection Schedule.
C. The following Work also requires special inspection per the Building Code
requirements:
1.
Special grading, excavating, and filling, as indicated on the Drawings and
Specifications.
PART 2 - PRODUCTS
PART 3 - EXECUTION
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APPENDIX A
CAST-IN-PLACE CONCRETE SPECIAL INSPECTION SCHEDULE
Verification and Inspection
Reference
Standard
Frequency of Inspection
Continuous
During Task
Listed
Periodic
During Task
Listed
1. Inspection of reinforcing steel, including
prestressing tendons, and placement.
ACI 318: Ch. 20,
25.2, 25.3,
26.6.1-26.6.3
—
X
2. Inspect bolts to be installed in concrete prior to
placement of concrete.
ACI 318: 17.8.2
X
—
3. Inspection of post-installed mechanical and
adhesive anchors into hardened concrete
(downward inclined orientations).
ACI 318: 17.8.2
—
X
4. Inspection of post-installed adhesive anchors
into hardened concrete (horizontal or upward
inclined orientations).
ACI 318:
17.8.2.4
X
—
5. Verifying use of required design mix.
ACI 318: Ch. 19,
26.4.3, 26.4.4
—
X
6. At the time fresh concrete is sampled to fabricate
specimens for strength tests, perform slump and
air content tests, and determine the temperature
of the concrete.
ASTM C172,
ASTM C31, ACI
318: 26.5, 26.12
X
—
7. Inspection of concrete placement for proper
application techniques.
ACI 318: 26.5
X
—
8. Inspection for maintenance of specified curing
temperature and techniques.
ACI 318: 26.5.3-
26.5.5
—
X
9. Inspection of formwork for shape, location, and
dimensions of the concrete member being
formed.
ACI 318:
26.11.1.2(b)
—
X
10. Verification of in-situ concrete strength, prior to
removal of shores and forms from beams and
structural slabs.
ACI 318: 26.11.2
—
X
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APPENDIX D
SOILS VERIFICATION AND INSPECTION SCHEDULE
Verification and Inspection
Reference
Standard
Frequency of Inspection
Continuous
During Task
Listed
Periodic
During Task
Listed
1. Verify materials below footings are adequate to
achieve the design bearing capacity.
IBC 1705.6
—
X
2. Verify excavations are extended to proper depth
and have reached proper material.
IBC 1705.6
—
X
3. Perform classification and testing of controlled
fill materials.
IBC 1705.6
—
X
4. Verify use of proper materials, densities, and lift
thicknesses during placement and compaction of
controlled fill.
IBC 1705.6
X
—
5. Prior to placement of controlled fill, observe
subgrade and verify that site has been prepared
properly.
IBC 1705.6
—
X
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APPENDIX E
STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE
Verification and Inspection
Reference
Standard
Frequency of Inspection
Continuous
During Task
Listed
Periodic
During Task
Listed
1. Material verification of structural steel:
a.
Identification markings to conform to ASTM standards
specified in the approved construction documents.
AISC 360:
Chapter N
—
X
b.
Manufacturers' certified mill test reports.
AISC 360:
Chapter N
X
-
2. Material verification of weld filler materials:
a.
Identification markings to conform to AWS specification in
the approved construction documents.
AISC 360: Table
N5.4-1
-—
X
b. Manufacturer's certificate of compliance required.
AISC 360: Table
N5.4-1
—
X
3. Inspection of welding:
a. Structural steel:
—
—
1)
Complete and partial penetration groove welds.
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
X
—
2)
Multi-pass fillet welds.
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
X
—
3)
Single-pass fillet welds > 5/16".
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
X
—
4)
Single-pass fillet welds < 5/16".
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
—
X
5)
Floor and deck welds.
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
—
X
b.
Reinforcing steel:
—
—
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Verification and Inspection
Reference
Standard
Frequency of Inspection
Continuous
During Task
Listed
Periodic
During Task
Listed
1)
Verification of weldability of reinforcing steel
other than ASTM A 706.
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
—
X
2)
"Form Saver" (reinforcing couplers).
AISC 360: Table
N5.4-1, N5.4-2,
N5.4-3
X
—
++ END OF SECTION ++
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SECTION 01420
REFERENCES
PART 1 - GENERAL
1.1 DEFINITIONS
A. General: Definitions of basic Contract terms are included in the General
Conditions.
B. Definitions of terms commonly found in the Specifications are as follows:
1.
Indicated: The term indicated refers to graphic representations, notes, or
schedules on the Drawings, or to other paragraphs or schedules in the
Specifications and similar locations in the other Contract Documents. Terms
such as “shown”, “noted”, “scheduled”, and “specified” are used to help the
user locate the reference. There is no limitation on the location.
2.
Installer (or applicator, or erector): An installer is CONTRACTOR or
another entity engaged by CONTRACTOR, either as an employee or
subcontractor to perform a particular construction activity, including
installation, erection, application or similar operations. Installers are required
to be experienced in the operations they are engaged to perform.
a.
The term “experienced”, when used with the term “installer”, means
having successfully completed a minimum of five previous projects
similar in size and scope to this Project; being familiar with the special
requirements indicated; and having complied with the requirements of
authorities having jurisdiction and of the Supplier of the product being
installed.
3.
Trades: Use of a term such as “carpentry” does not imply that certain
construction activities must be performed by accredited or unionized
individuals of a corresponding generic name, such as “carpenter”. It also
does not imply that requirements specified apply exclusively to trades
persons of the corresponding generic name.
4.
Assigned Specialists: Certain Sections of the Specifications require that
specific construction activities shall be performed by specialists who are
recognized experts in those operations. Said specialists shall be engaged for
those activities, and their engagement is a requirement over which
CONTRACTOR has no option. These requirements shall not be interpreted
to conflict with the enforcement of building codes and similar regulations
governing the Work. Also, they are not intended to interfere with local trade-
union jurisdictional settlements and similar conventions. Such assignments
shall not relieve CONTRACTOR of its responsibility for fulfilling the
requirements of the Contract Documents.
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1.2 ABBREVIATIONS
A. Common abbreviations, which may be found in the Specifications, are:
alternating current
AC
Ampere
A
ante meridiem
am
Average
avg.
biochemical oxygen demand
BOD
brake horsepower
BHP
British thermal unit
BTU
Centigrade
C
Company
Co.
cubic inch
cu. in.
cubic foot
cu. ft.
cubic yard
cu. yd.
cubic feet per minute
cfm
cubic feet per second
cfs
Decibel
DB
degree Centigrade (or Celsius)
(Say)
20°C
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degree Fahrenheit
(Say)
68°F
Diameter
dia.
direct current
DC
Dollars
$
Each
ea
Efficiency
eff
Fahrenheit
F
feet per hour
fph
Feet
ft.
feet per minute
fpm
feet per second
fps
Figure
Fig.
Flange
flg
foot-pound
ft-lb
gallon
gal
gallons per minute
gpm
gallons per second
gps
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gram
g
Hertz
Hz
horsepower
hp
hour
hr
inch
in.
inch-pound
in.-lb
inside diameter
id
kilovolt-ampere
kva
kilowatt
KW
kilowatt-hour
kwhr
linear foot
lin. ft.
liter
l
maximum
max.
mercury
Hg
milligram
mg
milligrams per liter
mg/l
milliliter
ml
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millimeter
mm
million gallons per day
mgd
million gallon
mil
minimum
min.
National Pipe Threads
NPT
net positive suction head
npsh
number
No.
ounce
oz
outside diameter
OD
parts per million
ppm
post meridiem
pm
pound
lb
pounds per square inch
psi
pounds per square inch absolute
psia
pounds per square inch gage
psig
pounds per square foot
psf
revolutions per minute
rpm
second
sec.
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specific gravity
sp gr
square
sq
square foot
sq ft
square inch
sq in
square yard
sq yd
standard
std
standard cubic feet per minute
scfm
total dynamic head
tdh
totally-enclosed-fan-cooled
tefc
volt
V
1.3 APPLICABLE CODES
A. When a reference standard is specified, comply with requirements and
recommendations stated in that standard, except when they are modified by the
Contract Documents, or when applicable laws, ordinances, rules, regulations or
codes establish stricter standards. The latest provisions of applicable standards
shall apply to the Work, unless otherwise specified. Reference standards include,
but are not necessarily limited to, the following:
1.
American Association of State Highway and Transportation Officials
(AASHTO).
2.
American Concrete Institute (ACI).
3.
American Gear Manufacturers Association (AGMA).
4.
American Institute of Steel Construction (AISC).
5.
American Iron and Steel Institute (AISI).
6.
American National Standards Institute (ANSI).
7.
American Society of Heating, Refrigerating and Air Conditioning Engineers
(ASHRAE).
8.
American Society of Mechanical Engineers (ASME).
9.
American Society for Testing and Materials (ASTM).
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10. American Water Works Association (AWWA).
11. American Welding Society (AWS).
12. Arizona Administrative Code (AAC).
13. Concrete Reinforcing Steel Institute (CRSI).
14. Factory Mutual (FM).
15. Institute of Electrical and Electronics Engineers (IEEE).
16. National Electrical Manufacturer’s Association (NEMA).
17. National Electrical Code (NEC) current adoption..
18. National Fire Protection Association (NFPA).
19. Occupational Safety and Health Administration (OSHA).
20. Prestressed Concrete Institute (PCI).
21. American Petroleum Institute (API)
22. Underwriters’ Laboratories, Inc. (UL).
23. All other applicable standards listed in the Specifications and the standards of
utility service companies, where applicable.
24. Maricopa Association of Governments (MAG), Uniform Standard
Specifications for Public Works Construction, as supplemented by the City of
Chandler. References to MAG Standard Details refer to the “Uniform
Standard Details for Public Works Construction” sponsored and distributed
by the Maricopa Association of Governments 2025, Arizona.
25. International Building Code (2024)
26. National Electric Code – NFPA70 (2023)
27. International Fuel Gas Code (2024).
28. International Fire Code (2024)
29. International Energy Conservation Code (2024)
30. International Mechanical Code (2024)
31. International Plumbing Code (2024)
32. The Code of the City of Chandler, Arizona
33. National Sanitation Foundation (NSF-61) and Arizona Administration Code
(AAC # 18-4-213).
a.
Incorporate the requirements NSF-61, Drinking Water System
Components Health Effects and AAC # 18-4-213, Standards for
Additives, Materials and Equipment on all potable water systems, water
treatment facilities and water distribution facilities.
1.4 OWNER’S REFERENCE SPECIFICATIONS
A. The CONTRACTOR shall maintain a complete copy of the Reference
Specifications on the site.
1.5 INDUSTRY STANDARDS
A. Applicability of Standards: Except where the Contract Documents include more
stringent requirements, applicable construction industry standards have the same
force and effect as if bound or copied directly into the Contract Documents to the
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extent referenced. Such standards are made a part of the Contract Documents by
reference.
B. Publication Dates: For applicable publication dates, refer to General Conditions.
C. Conflicting Requirements: Where compliance with two or more standards is
specified and the standards establish different or conflicting requirements for
minimum quantities or quality levels, refer to ENGINEER for a decision before
proceeding.
D. Copies of Standards: Each entity engaged in construction on the Project is
required to be familiar with industry standards applicable to its construction
activity. Copies of applicable standards are not bound with the Contract
Documents. Where standards are required to perform a required construction
activity, obtain copies of same from the publication source.
E. Abbreviations and Names: Whenever in these Specifications or the other
Contract Documents references are made to the standards, specifications, or other
published data of international, national, regional or local organizations, such
organizations may be referred to by their acronym or abbreviation only. The
following acronyms or abbreviations, which may appear in the Specifications,
shall have the meanings indicated herein.
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1.
AA
Aluminium Association
2.
AABC
Associated Air Balance Council
3.
AAMA
American Architectural Manufacturers Association
4.
AASHTO
American Association of State Highway and Transportation Officials
5.
ACI
American Concrete Institute
6.
ACS
American Chemical Society
7.
AFBMA
Anti-Friction Bearing Manufacturers’ Association
8.
AGMA
American Gear Manufacturers Association
9.
AI
Asphalt Institute
10.
AIChE
American Institute of Chemical Engineers
11.
AISC
American Institute of Steel Construction
12.
AISI
American Iron and Steel Institute
13.
AITC
American Institute of Timber Construction
14.
ALS
American Lumber Standards
15.
AMA
Acoustical Materials Association
16.
AMCA
Air Movement and Control Association
17.
ANSI
American National Standards Institute
18.
APA
American Plywood Association
19.
API
American Petroleum Institute
20.
APHA
American Public Health Association
21.
AREA
American Railway Engineering Association
22.
ARI
Air Conditioning and Refrigeration Institute
23.
ASA
American Standards Association
24.
ASAE
American Society of Agricultural Engineers
25.
ASTM
American Society for Testing and Materials
26.
ASCE
American Society of Civil Engineers
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27.
ASHRAE
American Society of Heating, Refrigerating and Air Conditioning
28.
ASME
American Society of Mechanical Engineers
29.
AWI
Architectural Woodwork Institute
30.
AWPA
American Wood Preservers’ Association
31.
AWPB
American Wood Preservers Bureau
32.
AWPI
American Wood Preservers’ Institute
33.
AWS
American Welding Society
34.
WWA
American Water Works Associations
35.
BHMA
Builders Hardware Manufacturers’ Association
36.
CBMA
Certified Ballast Manufacturers’ Association
37.
CDA
Copper Development Association
38.
CGA
Compressed Gas Association
39.
CISPI
Cast Iron Soil Pipe Institute
40.
CMAA
Crane Manufacturers’ Association of America
41.
CRSI
Concrete Reinforcing Steel Institute
42.
EPA
Environmental Protection Agency
43.
ETL
Engineering Test Laboratories
44.
FCC
Federal Communications Commission
45.
FEMA
Federal Emergency Management Agency
46.
FGMA
Flat Glass Marketing Association
47.
FM
Factory Mutual Association
48.
FS
Federal Specification
49.
GA
Gypsum Association
50.
HEW
Department of Health, Education and Welfare
51.
HI
Hydraulic Institute
54.
ICBO
International Conference of Building Officials
55.
ICEA
Insulated Cable Engineers’ Association
56.
IEEE
Institute of Electrical and Electronic Engineers
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57.
IES
Illuminating Engineering Society
58.
IFI
Industrial Fasteners Institute
59.
IRI
Industrial Risk Insurers
60.
ISA
The Instrumentation Systems and Automation Society
61.
ISO
Insurance Services Office
62.
MAG
Maricopa Association of Governments
63.
MIA
Marble Institute of America
64.
MS
Military Specifications
65.
MMA
Monorail Manufacturers’ Association
66.
NAAMM
National Association of Architectural Metal Manufacturers
67.
NACE
National Association of Corrosion Engineers
68.
NARUC
National Association of Railroad and Utilities Commissioners
69.
NBHA
National Builders Hardware Association
70.
NEC
National Electrical Code
71.
NEMA
National Electrical Manufacturers Association
72.
NESC
National Electrical Safety Code
73.
NFPA
National Fire Protection Association
74.
NHLA
National Hardwood Lumber Association
75.
NHPMA
Northern Hardwood and Pine Manufacturer’s Association
76.
NLMA
National Lumber Manufacturers’ Association
77.
NRCA
National Roofing Contractors Association
78.
NSF
National Sanitation Foundation
79.
NTMA
National Terrazzo and Mosaic Association
80.
NWWDA
National Wood Window and Door Association
81.
OECI
Overhead Electrical Crane Institute
82.
OSHA
Occupational Safety and Health Administration
83.
PCI
Precast Concrete Institute
84.
PEI
Porcelain Enamel Institute
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85.
PPI
Plastic Pipe Institute
86.
PS
Product Standards Section-U.S. Department of Commerce
87.
RMA
Rubber Manufacturers’ Association
88.
SAE
Society of Automotive Engineers
89.
SCPRF
Structural Clay Products Research Foundation
90.
SDI
Steel Deck Institute
91.
SDI
Steel Door Institute
92.
SIGMA
Sealed Insulating Glass Manufacturing Association
93.
SJI
Steel Joist Institute
94.
SMACNA
Sheet Metal and Air Conditioning National Association
95.
SPI
Society of the Plastics Industry
96.
SSPC
The Society for Protective Coatings
97.
SWI
Steel Window Institute
98.
TEMA
Tubular Exchanger Manufacturers’ Association
99.
TCA
Tile Council of America
100.
UL
Underwriters’ Laboratories, Inc.
101.
USGS
United States Geological Survey
102.
USPHS
United States Public Health Service
103.
WCLIB
West Coast Lumber Inspection Bureau
104.
WWEMA
Water and Wastewater Equipment Manufacturers Association
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
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SECTION 01451
TESTING LABORATORY SERVICES FURNISHED BY OWNER
PART 1 - GENERAL
1.1 DESCRIPTION
A. The OWNER will, through the ENGINEER, employ and pay for an independent
testing laboratory to perform the specified services specified in the individual
specification section.
B. The OWNER will pay for testing as required in the individual specification sections
of the Contract Documents, except for repeat testing which results from
CONTRACTOR’S negligence or his repeated failure to meet Contract Document
requirements.
C. The testing laboratory is not authorized to approve or accept any portion of the Work;
rescind, alter or augment the requirements of the Contract Documents; or perform
any duties of CONTRACTOR.
1.2 QUALIFICATIONS OF LABORATORY
A. Where applicable, the testing laboratory will meet “Recommended Requirements for
Independent Laboratory Qualification”, latest edition, published by American
Council of Independent Laboratories and the basic requirements of ASTM E 329
“Specification for Agencies engaged in Construction Inspection, Testing, or Special
Inspection”.
B. Testing equipment used by the laboratory will be calibrated at maximum twelve
month intervals by devices of accuracy traceable to either National Bureau of
Standards or accepted values of natural physical constants.
1.3 LABORATORY DUTIES
A. The testing laboratory shall:
1.
Cooperate with CONTRACTOR and provide qualified personnel promptly on
notice.
2.
Perform specified inspections, sampling and testing of materials and methods of
construction; comply with applicable standards; and ascertain compliance with
requirements of Contract Documents.
3.
Promptly notify ENGINEER and CONTRACTOR of irregularities or
deficiencies of Work that are observed during performance of services.
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4.
Promptly submit electronic copies of reports of inspections and tests to
ENGINEER, including:
a.
Date issued.
b.
Project title and number.
c.
Testing laboratory name and address.
d.
Date of inspection or sampling.
e.
Record of temperature and weather.
f.
Date of test.
g.
Identification of product and Specification Section.
h.
Location in Project.
i.
Type of inspection or test.
j.
Results of tests and observations regarding compliance with Contract
Documents.
5.
Perform additional tests and services, as required by OWNER.
1.4 CONTRACTOR’S RESPONSIBILITIES
A. General:
1.
Cooperate with laboratory personnel and provide access to Work and to
manufacturer’s operations.
2.
Provide to laboratory, preliminary representative samples of materials to be
tested, in required quantities.
3.
Furnish copies of product test reports.
4.
Provide to the laboratory the preliminary design mix proposed for concrete and
other material mixes that require testing by the testing laboratory.
5.
Furnish labor and facilities:
a.
To provide access to Work to be tested.
b.
To obtain and handle samples at the site.
c.
To facilitate inspections and tests.
d.
For laboratory’s exclusive use for storage and curing of test samples.
e.
Forms for preparing concrete test beams and cylinders.
6.
Notify laboratory and ENGINEER sufficiently in advance of operations to allow
for assignment of personnel and scheduling of tests.
7.
Arrange with laboratory and pay for additional samples and tests required for
CONTRACTOR’S convenience.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
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SECTION 01452
TESTING LABORATORY SERVICES FURNISHED BY CONTRACTOR
PART 1 - GENERAL
1.1 DESCRIPTION
A. The CONTRACTOR shall employ and pay for an independent testing laboratory to
perform the specified services as required in various sections of the Contract
Documents. Laboratory selected shall be subject to approval by the ENGINEER.
1.2 QUALIFICATIONS OF LABORATORY
A. Where applicable, meet “Recommended Requirements for Independent Laboratory
Qualification,” latest edition, published by American Council of Independent
Laboratories and the basic requirements of ASTM E 329, “Standards of
Recommended Practice for Inspection and Testing Agencies for Concrete and Steel
as Used in Construction.” Laboratory shall be authorized to operate in the State of
Arizona.
B. Submit electronic copies of report of inspection of facilities made by Materials
Reference Laboratory of National Bureau of Standards, for the most recent tour of
inspection, with memorandum of remedies of any deficiencies reported by inspection.
C. Testing Equipment:
1.
Calibrated, at maximum 12-month intervals by devices of accuracy traceable to
either National Bureau of Standards or accepted values of natural physical
constants.
2.
Submit copy of certificate of calibration made by an accredited calibration
agency.
1.3 LABORATORY DUTIES
A. Cooperate with ENGINEER and provide qualified personnel promptly on notice.
B. Perform specified inspections, sampling and testing of materials and methods of
construction; comply with applicable standards; and ascertain compliance with
requirements of Contract Documents.
C. Promptly notify ENGINEER and CONTRACTOR of any irregularities or
deficiencies of Work that are observed during performance of services.
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D. Promptly submit electronic copies of reports of inspections and tests to ENGINEER,
including:
1.
Date issued.
2.
Project title and number.
3.
Testing laboratory name and address.
4.
Name and signature of inspector.
5.
Date of inspection or sampling.
6.
Record of temperature and weather.
7.
Date of test.
8.
Identification of product and Specification Section.
9.
Location in Work.
10. Type of inspection or test.
11. Results of tests and observations regarding compliance with Contract
Documents.
E. Perform additional tests and services as required to ensure compliance with the
Contract Documents.
1.4 CONTRACTOR’S COORDINATION WITH LABORATORY
A. Cooperate with laboratory personnel, and provide access to Work and to
manufacturer’s operations.
B. Provide to laboratory representative samples of materials to be tested, in quantities
required by the laboratory for testing.
C. Furnish labor and facilities:
1.
To provide access to Work to be tested.
2.
To obtain and handle samples at the site.
3.
To facilitate inspections and tests.
4.
For laboratory’s exclusive use for storage and curing of test samples.
5.
Forms for preparing concrete test beams and cylinders.
D. Notify laboratory and ENGINEER sufficiently in advance of operations to allow for
assignment of personnel and scheduling of tests.
E. Arrange with laboratory and pay for, additional samples and tests required for
CONTRACTOR’S convenience.
1.5 PRODUCT TEST REPORTS
A. Furnish copies of product test reports where required by the Specifications or
requested by ENGINEER.
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PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
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SECTION 01453
TESTING OF HYDRAULIC STRUCTURES
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, material, tools, equipment and incidentals as shown,
specified and required to clean, flush and test structures.
2.
The Work also shall include all labor and materials required to prepare a
structure for testing, convey water to the testing location, perform the testing,
and all labor and materials required to drain and dispose of water used for
testing.
B. Hydraulic Structures Scheduled for Hydrostatic Testing: Clean and test the
following structures:
Hydraulic Structure Number
Hydraulic Structure Service and
Location
Cast-in-Place Junction Structure B
Sanitary Sewer Structure North of 202
Freeway
C. Water for Testing:
1.
Water for initial testing will be furnished by the OWNER.
2.
Provide all temporary piping, hose, valves, backflow preventers,
appurtenances, and services required for testing.
3.
Convey the water to the testing location.
4.
Water for testing may be withdrawn from:
a.
As directed by the OWNER and ENGINEER.
5.
The maximum rate at which water may be withdrawn is to be determined by
the OWNER and ENGINEER. Provide on the withdrawal piping, downstream
of the backflow preventer, a valve to control the rate of flow and a flow meter.
The flow meter shall be calibrated within one year and field calibrated/verified
prior to the date of its use, and its certification of calibration shall be submitted
to the ENGINEER for approval.
6.
Cost of water for re-testing shall be paid by CONTRACTOR to OWNER at
OWNER’S standard rates.
D. Testing and piping is specified under Section 15051, Buried Piping Installation.
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PROJECT NAME:
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PROJECT NUMBER:
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1.2 DEFINITIONS
A. The term “hydraulic structures” is defined as tanks, channels, and other structures
through which liquid is conveyed or that hold liquid. Hydraulic structures include
structures that are open to the atmosphere and structures with closed tops.
Hydraulic structures, include but are not limited to, wet wells, junction chambers
equalization tanks, storage tanks, treatment process tanks such as grit chambers,
clarifiers, aeration tanks, filter beds, contact tanks, and other channels or tanks as
designated herein.
1.
Excluded are structures where cleaning and testing are specified under other
Sections or contracts.
1.3 SUBMITTALS
A. Provide written notice of the proposed testing schedule for a given structure for
review by the ENGINEER and OWNER at least 15 days prior to the scheduled
testing. Include proposed plans for water conveyance, control, and disposal.
Testing will not commence without approval of ENGINEER.
B. Shop Drawings: Submit for approval the following:
1.
Cleaning procedures.
2.
Hydrostatic testing procedures, methods, equipment, coordination, and
schedules.
3.
Report for each test.
4.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
5.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures. Text shall be in electronic ASCII
format. Drawings and figures shall be in Version 2012 or newer AutoCAD
".dwg," or pdf ".pdf" format.
6.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with
each paragraph check-marked to indicate specification compliance or marked
to indicate requested deviations from specification requirements. Check marks
() shall denote full compliance with a paragraph as a whole. If deviations
from the specifications are indicated, and therefore requested by the
CONTRACTOR, each deviation shall be underlined and denoted by a number
in the margin to the right of the identified paragraph, referenced to a detailed
written explanation of the reasons for requesting the deviation. The
ENGINEER shall be the final authority for determining acceptability of
requested deviations. The CONTRACTOR shall furnish equipment and/or
services as specified if an exception and/or deviation is rejected. The remaining
portions of the paragraph not underlined will signify compliance on the part of
the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be
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sufficient cause for rejection of the entire submittal with no further
consideration.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Temporary valves, bulkheads, and other water control equipment and materials,
shall be determined by CONTRACTOR subject to the ENGINEER'S review. No
materials shall be used which would be injurious to the construction or its future
function.
PART 3 - EXECUTION
3.1 CLEANING
A. Cleaning Requirements:
1.
Remove all scaffolding, planks, tools, rags, dirt, debris, and material not part
of the structure prior to testing.
2.
Thoroughly clean the walls, floors, and operating equipment by sweeping,
high-pressure wash, scrubbing, or other methods approved by ENGINEER.
3.
Remove all water, dirt, or foreign material accumulated during cleaning from
the hydraulic structure. Provide temporary pumps, piping, and facilities as
required to discharge water from the cleaning operation in a manner approved
by ENGINEER.
4.
Do not proceed with testing until ENGINEER has approved the results of the
cleaning operation.
5.
Cleaning shall conform to the requirements of Section 01740, Cleaning.
3.2 GENERAL FOR TESTING AND DISINFECTION
A. The following requirements apply:
1.
Each hydraulic structure shall be tested separately.
B. Hydraulic structures shall be free of visible leakage. Repair leaks in a manner
subject to ENGINEER'S approval and in accordance with the Contract Documents.
C. The structure shall be tested after interior coating or linings system is installed, if
applicable.
D. Release of water from structures, after testing shall be as approved by the
ENGINEER. Release of water to City of Chandler sewer system is acceptable.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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3.3 HYDROSTATIC TESTING OF HYDRAULIC STRUCTURES
A. Analysis of data from hydrostatic tests of hydraulic structures shall be performed
by CONTRACTOR in accordance with the requirements of ACI 350.1 and as
specified herein. Supply all materials and labor to obtain the test data. Two separate
hydrostatic tests shall be completed, one using the stop logs and another without
and using other means to retain the liquid contents within the structure.
B. Prior to the start of hydrostatic testing, the following shall be met.
1.
All elements of the structure that will resist pressure exerted by the retained
liquid shall be in place and at specified strength levels. Concrete shall be fully
cured.
2.
Structure walls shall not be backfilled and, if damp proofing is specified,
coated with damp proofing prior to leakage testing, unless otherwise approved
by ENGINEER.
3.
Stop logs that control the flow of or otherwise retain the liquid contents of the
structure, shall be checked for water-tightness. If not watertight, provide
measures to ensure water-tightness during the hydrostatic test.
4.
Defective concrete shall be repaired.
5.
Notify ENGINEER and OWNER a minimum of 24 hours prior to the start of
filling of the structure for hydrostatic testing.
6.
Concrete hydraulic structures shall remain filled with clean water for an initial
48-hour period to allow for adsorption. Following this initial period, add
make-up water to fill the hydraulic structure to the specified water surface test
elevation.
C. Fill the hydraulic structure with clean water to ten (10) feet in elevation.
D. Filling Hydraulic Structures with Water:
1.
Fill the portion of the hydraulic structure to be tested at a rate not to exceed
two vertical feet per hour.
2.
During filling, provide a backflow preventer at the point where water is
withdrawn from the existing potable water system, if applicable.
E. After water has been brought to the test elevation and the specified wetting period
has elapsed, inspect the exposed surfaces of the structure for leakage. Repair
locations where leakage or weeping is evident prior to the start of hydrostatic
testing.
F. Hydrostatic test duration shall be determined by the ENGINEER based on ACI
350.1, but shall not be less than 24 hours.
G. Allowable Leakage:
1.
Leakage is defined as the quantity of water that must be supplied to the
hydraulic structure or any section thereof to maintain the water level within 3-
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inches of the specified water surface test elevation during the hydrostatic test,
plus the amount of water required to fill the hydraulic structure to the specified
water surface test elevation at the conclusion of the hydrostatic test, plus
precipitation, minus an allowance for evaporation if applicable.
2.
For concrete structures with interior wetted surfaces lined with a waterproof
material, the allowable leakage is 0.0 (zero) percent of the volume tested per
24-hour period.
H. Measurement Locations:
1.
Structures or structure cells that are less than 1,000 square feet in water surface
area shall have measurements of water level taken at a minimum of two
locations that are approximately 180 degrees apart.
2.
Structures or structure cells that are greater than 1,000 square feet in water
surface area shall have measurements of water level taken at a minimum of
four locations that are approximately 90 degrees apart.
3.
Each measurement location shall be marked and given a reference number. A
reference point shall be marked on the face of the wall above the test water
surface in a manner that will prevent movement or deterioration of the
reference point mark during the test.
4.
Measurement locations shall be located so that the effects of wave action and
wind are minimized.
I.
Evaporation and Precipitation Measurement:
1.
In hydraulic structures that are open to the atmosphere, a clear plastic
calibrated open-topped container not less than 18-inches in diameter and depth
shall be partially filled, floated in the tank, and held in position near each
measurement location. Calibration increments shall be 0.1-inch or less.
2.
Containers shall be located so that they are not shaded by the structure’s walls,
and are away from overhead items such as beams, pipes, and walkways.
J.
Test Measurements:
1.
Do not start hydrostatic tests when severe weather conditions, such as heavy
precipitation, high winds, major changes in average daily temperature, and
other severe conditions are predicted.
2.
Record the following measurements at each test location at the start of the test
period and at 12-hour intervals thereafter.
a.
Distance from reference point to test water surface.
b.
Depth of water in the evaporation-precipitation containers.
c.
Temperature of the test water at a point 18-inches below the water surface.
d.
Temperature of the water in the evaporation-precipitation containers at
mid-depth.
3.
If the water surface is subject to wave action at the measurement location, the
average water surface elevation of the wave oscillations shall be recorded as
the data.
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4.
The change in the water surface elevation at each measurement location shall
be averaged and adjusted as follows:
a.
The total change in the hydraulic structure’s water surface elevation shall
be adjusted by the average change in water surface elevation in the
evaporation-precipitation containers.
b.
Where the averaged water temperature measurements vary by more than
3 degrees from start to completion of the test period, adjustment in the test
volume shall be determined by the change of the density of water resulting
from the change in the average water temperature.
5.
Determination of Leakage:
a.
Provide a test container filled with a known quantity of water at the start
of the test. Attach the test pump suction to the test container.
b.
Pump water from the test container into the hydraulic structure with the
test pump to maintain the water level in the hydraulic structure within 3-
inches of the specified test elevation for the duration of the test period.
c.
At the conclusion of the test, pump water from the container into the
hydraulic structure to attain the specified test elevation.
d.
Measure the water remaining in the container and record the amount used
during the test on the test report.
K. Criteria for Acceptance:
1.
The hydrostatic test will pass if the measured leakage is less than the allowable
leakage and no leaks or weeping are observed.
2.
The hydrostatic test shall be considered to have failed if the allowable leakage
is exceeded or if leakage or weeping is observed.
3.
If the test becomes unreliable due to excessive precipitation or other external
factors, the test shall be re-started.
4.
If a hydrostatic test fails, the structure may be re-tested immediately without
repairs if approved by the ENGINEER. If the subsequent hydrostatic test fails,
repair probable areas of leakage and repeat the hydrostatic test.
5.
Re-test the structure until it meets the specified criteria for acceptance. Repair
probable leakage areas before testing.
L. Reuse and Disposal of Water Used in Hydrostatic Tests:
1.
Obtain written approval of the ENGINEER before water used in one
hydrostatic test is pumped to a different hydraulic structure for reuse in a
subsequent test.
M. The hydraulic structure shall not be backfilled or damp-proofed until acceptance of
the hydrostatic test by the ENGINEER.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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3.4 TESTING OF APPURTENANT PIPING
A. Piping appurtenant to hydraulic structures shall be tested as specified in applicable
Sections.
++ END OF SECTION ++
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SECTION 01570
TEMPORARY CONTROLS
PART 1 - GENERAL
1.1 DESCRIPTION
A. CONTRACTOR shall provide and maintain methods, equipment, and temporary
construction, as necessary to provide controls over environmental conditions at the
construction site and adjacent areas. Remove physical evidence of temporary
facilities at completion of Work.
B. CONTRACTOR shall obtain all City, County and State permits required for the
construction of all Work, including Hazardous Material Management, Earth
Moving/Dust Control and Storm water/Storm water Pollution Prevention Permits.
1.2 NOISE CONTROL
A. CONTRACTOR’S vehicles and equipment shall be such as to minimize noise to the
greatest degree practicable. Noise levels shall conform to the latest OSHA standards
and in no case will noise levels be permitted which interfere with the Work of the
OWNER or others.
1.3 PEST AND RODENT CONTROL
A. Provide rodent and pest control as necessary to prevent infestation of construction or
storage areas.
1.
Employ methods and use materials that will not adversely affect conditions at
the site or on adjoining properties.
1.4 WATER CONTROL
A. Provide methods to control surface water and water from excavations and structures
to prevent damage to the Work, the site, or adjoining properties.
1.
Control fill, grading and ditching to direct water away from excavations, pits,
tunnels and other construction areas and to direct drainage to proper runoff
courses so as to prevent any erosion, damage or nuisance.
1.5 EROSION CONTROL
A. Plan and execute construction and earth work by methods to control surface drainage
from cuts and fills, and from borrow and waste disposal areas, to prevent erosion and
sedimentation.
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1.
Hold the areas of bare soil exposed at one time to a minimum.
2.
Provide temporary control measures such as berms, dikes and drains.
B. Construct fills and waste areas by selective placement to eliminate surface silts or
clays which will erode.
C. Periodically inspect earthwork to detect any evidence of the start of erosion; apply
corrective measures as required to control erosion.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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SECTION 01722
FIELD ENGINEERING
PART 1 - GENERAL
1.1 DESCRIPTION
A. The CONTRACTOR will establish a base line for the Project and two benchmarks
for use by the ENGINEER and CONTRACTOR during the project. The ENGINEER
and CONTRACTOR will coordinate the location of the benchmarks and base line to
suit the Work.
B. CONTRACTOR shall:
1.
Develop and make all detail surveys and measurements needed for construction
including slope stakes, batter boards, and all other working lines, elevations and
cut sheets.
2.
Provide all material required for bench marks, control points, batter boards,
grade stakes, structure and pipeline elevation stakes, and other items.
3.
Be solely responsible for all locations, dimensions and levels. No data other
than written orders of the ENGINEER shall justify departure from the
dimensions and levels required by the Contract Documents.
4.
Safeguard all points, stakes, grade marks, monuments and bench marks made or
established on the Work. Re-establish same with the exception of primary
control monuments if disturbed and rectify all Work improperly installed
because of not maintaining, not protecting or removing without authorization
established points, stakes, marks and monuments.
5.
Provide such facilities and assistance as may be necessary for ENGINEER to
check line and grade points placed by CONTRACTOR. Do not perform any
excavation or embankment work until all cross-sectioning necessary for
determining pay quantities has been completed and checked by ENGINEER.
6.
CONTRACTOR shall provide notices and comply with all laws, ordinances,
rules and regulations bearing on the conduct of the Work. If CONTRACTOR
observes that the Contract Documents are at variance therewith, promptly notify
the ENGINEER, in writing.
1.2 CONTRACTOR’S DAILY REPORTS
A. CONTRACTOR shall provide:
1.
Provide daily reports of Project activity. Reports to be submitted to the
ENGINEER with all pertinent information pertaining to the project as follows:
a.
Number of employees.
b.
Subcontractor employees.
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c.
Breakdown of employees by trades.
d.
Major equipment and materials installed.
e.
Major construction equipment utilized, in use and standby.
f.
Location of all areas in which construction was done.
g.
Materials and equipment received.
h.
Work and tests performed.
i.
Safety.
j.
Delays.
2.
CONTRACTOR shall submit electronic copies of CONTRACTOR’S daily
reports. The daily report is due at the ENGINEER’S field office by 9:00 a.m.
the next working day after the Work was performed and shall be signed by a
responsible member of CONTRACTOR’S staff.
3.
CONTRACTOR shall check all formwork, reinforcing, inserts, structural steel,
bolts, sleeves, piping, other materials and equipment.
4.
CONTRACTOR shall maintain field office files and drawings, Record
Drawings, and coordinate engineering services with subcontractors. Prepare
layout and coordination drawings for construction operations.
5.
CONTRACTOR shall check and coordinate Work for conflicts and interferences
and immediately advise ENGINEER of all discrepancies noted.
6.
CONTRACTOR shall cooperate with ENGINEER in field inspections, as
required.
7.
CONTRACTOR shall review and coordinate Shop Drawings and other
submittals.
1.3 CONTRACTOR’S SURVEYOR
A. CONTRACTOR shall employ and retain, as needed at the Work site a surveyor with
the experience and capability of performing all surveyor and layout tasks required of
CONTRACTOR. It is also the CONTRACTOR'S responsibility to notify the
ENGINEER, in writing, of any discrepancy found between the topographic survey
provided and the baseline conditions provided in the Contract. The surveyor shall be
a land surveyor registered in the State of Arizona. Tasks included are:
1.
CONTRACTOR shall provide all surveying equipment required including
transit, level, stakes and required surveying accessories.
2.
CONTRACTOR shall furnish all required lines and grades for construction of
all facilities, structures, pipelines and site improvements.
3.
CONTRACTOR shall keep professional, accurate, well organized, and legible
notes of all measurements and calculations made while surveying and laying out
the Work.
4.
CONTRACTOR shall survey, locate, and record and redline Drawings to
accurately represent all utilities and buried structures prior to backfilling.
5.
CONTRACTOR will report to the OWNER whenever any reference point is lost
or destroyed or requires relocation because of necessary changes in grades or
locations. The CONTRACTOR will replace and accurately relocate all
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reference points so lost, destroyed, or moved at no additional cost to the
OWNER
B. Field surveying shall include GIS location and data of all new construction as
required by the City of Chandler. The CONTRACTOR shall provide the GIS location
and data at each application of payment to verify content. If data is missing or does
not meet City of Chandler requirements, portions of the new construction shall be
exposed to obtain the data at no additional cost to the OWNER. The City of Chandler
requirements are identified below:
1.
Contractor shall provide survey grade GPS / GIS data, per Exhibit F of the
contract.
C. Refer to the included information, following this specification, from the City of
Chandler. Contractor shall meet all requirements. Any primary control survey
monuments damaged or destroyed, will be re-established by the ENGINEER, at
CONTRACTOR’S expense.
D. CONTRACTOR shall perform such surveys and computations as are necessary to
determine quantities of Work performed or placed during each progress payment
period, and shall perform all surveys necessary for the ENGINEER to determine final
quantities of Work in place.
E. CONTRACTOR shall notify the ENGINEER at least 24 hours before performing a
quantity survey and, unless waived in writing by the ENGINEER, quantity surveys
shall be performed in the presence of the ENGINEER.
F. From established primary control points, establish all lines and grades, and elevations
necessary to control the Work, and shall be responsible for all measurements that
may be required for execution of the Work to the tolerances prescribed in the
Contract Documents.
G. Establish, place, and replace as required, such additional stakes, markers, and other
controls as may be necessary for control, intermediate checks, and guidance of
construction operations.
H. Upon completion of sewer line installation and prior to backfill, CONTRACTOR
shall survey and provide survey point data for all sewer piping inverts at a minimum
of 25-ft intervals on straight runs. CONTRACTOR shall provide a point file
identifying location by northing, easting, and elevation and be included with the as-
built documents in AutoCAD format.
I.
Upon completion of the final grade, CONTRACTOR shall perform a survey as-built
of the project disturbed areas to confirm that the final grade matches the contract
drawings. The survey shall be at 1-foot contours and shall identify all exposed
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manhole lids (center), manhole center, structure corners, ADOT retaining wall,
irrigation equipment, and ADOT irrigation ditch. The CONTRACTOR shall submit
the point file and a base file to the ENGINEER with the as-built drawings. In the
event the finished grade determined by the survey does not match the contract
drawings or if there are low spots that cause a drainage issue such as ponding, the
CONTACTOR shall re-grade the area at their own expense until the area is corrected
and satisfied by the ENGINEER and OWNER.
1.4 SURVEYING
A. CONTRACTOR shall follow the following construction surveying guidelines for this
project:
1.
Alignment Staking: Each 50 feet on tangent; each 25 feet on curves.
2.
Slope Staking: Each 50 feet on tangent; each 25 feet on curves; restake every 10
feet in elevation.
3.
Structure: Stake out structures, including elevations; checkouts prior to and
during construction.
4.
Pipeline: Stake out pipelines including elevations; checkout prior to and during
construction. Survey shots shall be taken on pipeline change of elevation and
direction and shall be as-built.
5.
Cross-Section: Original, final and intermediate as required, for the structure
sites and other locations as necessary for quantity surveys..
6.
Survey shots shall be taken on all duct bank change of elevation and direction
and shall be as-built.
B. Temporary survey references set by CONTRACTOR for CONTRACTOR’S own use
shall be established to at least second order accuracy (e.g., 1:10000). Construction
staking used as a guide for the actual Work shall be set at least third order accuracy
(e.g., 1:5000). The basis on which such orders are established shall be sufficient to
provide the absolute margin for error specified below.
C. The horizontal accuracy of easement staking shall be plus or minus 0.1 feet. The
accuracy of all other staking shall be plus or minus 0.04 feet horizontally and plus or
minus 0.02 feet vertically.
D. Survey calculations shall include an error analysis sufficient to demonstrate the
required accuracy.
E. Survey Records:
1.
Maintain a complete, accurate log of all control and survey Work as it
progresses.
2.
All survey data shall be in accordance with recognized professional surveying
standards. All original field notes, computations, and other surveying data shall
be recorded by CONTRACTOR’S surveyor in CONTRACTOR furnished hard-
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bound field books, and shall be signed and sealed by CONTRACTOR’S
surveyor. The completeness and accuracy of all survey Work, and the
completeness and accuracy of the survey records, including the field books, shall
be the responsibility of CONTRACTOR. Failure to organize and maintain
survey records in a professional manner to allow reasonable and independent
verification of all calculations by the ENGINEER, and to allow reasonable
identification by the ENGINEER of all elevations, dimensions, and grades of the
Work shall be cause for rejection of the survey records, including the field
books.
3.
Illegible notes or data, or erasures on any page of the field books are not
acceptable. Copied notes or data shall not be permitted. Corrections by ruling
or lining out errors will be satisfactory only if initialed by the surveyor.
Violation of the above may require resurveying the data in question.
F. Survey Submittal:
1.
Survey submittal shall be made as described herein. Submittal shall be signed
and sealed by CONTRACTOR’S surveyor and shall include:
a.
A complete survey plan that shall be submitted ten days prior to beginning
survey Work.
b.
Resumes shall be submitted of the Registered Land Surveyors conducting
the Work ten days prior to beginning survey Work. During the course of
the Work, a resume shall be submitted for each new Registered Land
Surveyor working on the project at least ten days prior to the beginning of
Work by such new Registered Land Surveyor.
c.
A sample of the proposed survey field books to be maintained by
CONTRACTOR’S surveyor. The sample shall have sufficient information
and detail, including example calculations and notes, to demonstrate that
the field books will be organized and maintained in a professional manner,
meeting the requirements of Article 1.3 and Article 1.4 of this Section.
d.
The original field books shall be submitted within two days upon
completion of the Work.
1.5 SOILS AND MATERIAL TESTING
A. Refer to Section 01452, Testing Laboratory Services Furnished by CONTRACTOR
for Soils and Materials Testing.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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SECTION 01723
CUTTING AND PATCHING
PART 1 - GENERAL
1.1 DESCRIPTION
A. This Section includes administrative and procedural requirements for the cutting and
coring, and rough and finish patching of holes and openings in existing construction.
B. The CONTRACTOR shall adhere to all applicable safety guidelines in accordance
with Federal, State and local ordinances.
C. All cutting, coring and rough patching shall be performed by CONTRACTOR
requiring the opening. Finish patching shall be the responsibility of CONTRACTOR
and shall be performed by the trade associated with the application of the particular
finish.
D. CONTRACTOR shall provide cutting, coring, fitting and patching, including
attendant excavation and backfill required to complete the Work, or to:
1.
Remove and replace defective Work or Work not conforming to requirements of
the Contract Documents.
2.
Remove samples of installed Work as specified or required for testing.
3.
Remove all constructions required to provide for specified alterations or addition
to existing work.
4.
Uncover Work to provide for ENGINEER'S observation of covered Work or
observation by regulatory agencies having jurisdiction.
5.
Connect to completed Work that was not accomplished in the proper sequence.
6.
Remove or relocate existing utilities and pipes that obstruct the Work in
locations where connections must be made.
7.
Make connections or alterations to existing or new facilities.
E. CONTRACTOR shall coordinate the requirements of the Work in this Section along
with the requirements of the Sections listed below which includes Work that is
directly related to this Section.
1.
Division 2, Site Work, through 15, Mechanical, Sections for specific
requirements and limitations applicable to cutting and patching individual parts
of the Work.
1.2 QUALITY ASSURANCE
A. Structural Work: CONTRACTOR shall not cut or patch structural elements in a
manner that would change their load-carrying capacity as load-deflection ratio.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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B. Operating Elements: CONTRACTOR shall not cut or patch operating elements in a
manner that would result in reducing their capacity to perform as intended. Do not
cut or patch operating elements or related components in a manner that would result
in increased maintenance or decreased operational life or safety.
1.3 SUBMITTALS
A. CONTRACTOR shall submit a written request to ENGINEER well in advance of
executing any cutting or alteration which affects:
1.
Design function or intent of Project.
2.
Work of OWNER or any other contractor.
3.
Structural value or integrity of any element of the Project.
4.
Integrity or effectiveness of weather-exposed or moisture-resistant elements or
systems.
5.
Efficiency, operational life, maintenance or safety of operational elements.
6.
Visual qualities of sight-exposed elements.
B. Request shall include:
1.
Identification of Project.
2.
Description of affected Work of CONTRACTOR and work of others.
3.
Necessity for cutting.
4.
Effect on work of OWNER or any other contractor, or on structural or
weatherproof integrity of Project.
5.
Description of proposed Work, describing:
a.
Scope of cutting and patching.
b.
Trades who will be executing the Work.
c.
Products proposed to be used.
d.
Extent of refinishing.
e.
Schedule of operations.
6.
Alternatives to cutting and patching, if any.
7.
Designation of party responsible for cost of cutting and patching, when
applicable.
8.
Written permission of any other contractor whose work will be affected.
C. Should conditions of Work, or schedule, CONTRACTOR shall indicate a change of
materials or methods, submit written recommendation to ENGINEER, including:
1.
Conditions indicating change.
2.
Recommendations for alternative materials or methods.
3.
Submittals as required for substitutions.
D. CONTRACTOR shall submit written notice to ENGINEER, designating time Work
will be uncovered, to provide for observation. Do not begin cutting or patching
operations until authorized by ENGINEER.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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E. CONTRACTOR shall conform to all applicable specifications for application and
installation of materials used for patching.
F. CONTRACTOR shall submit electronic copy per Specification Section 01332, Shop
Drawing Procedures.
1.4 WARRANTY
A. CONTRACTOR shall replace, patch and repair materials and surfaces cut or
damaged during cutting and patching operations, by methods and with materials in
such a manner as to not void required or existing warranties.
PART 2 - PRODUCTS
2.1 MATERIALS, GENERAL
A. Use materials identical to existing materials. For exposed surfaces, use materials that
visually match existing adjacent surfaces to fullest extent possible. If identical
materials are unavailable or cannot be used, use materials whose installed
performance will equal or surpass that of existing materials.
PART 3 - EXECUTION
3.1 GENERAL
A. Perform all cutting and coring in such a manner as to limit the extent of patching.
B. Core drill all holes to be cut through concrete and masonry walls, slabs or arches,
unless otherwise approved by the ENGINEER.
3.2 INSPECTION
A. Examine surfaces to be cut and patched and conditions under which cutting and
patching are to be performed before cutting.
B. Report unsatisfactory or questionable conditions to ENGINEER, in writing. Do not
proceed with Work until the ENGINEER has provided further instructions.
3.3 PREPARATION
A. Provide temporary support as required to maintain structural integrity of Project, to
protect adjacent Work from damage during cutting, and to support the Work to be
cut.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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B. Protect existing construction during cutting and patching to prevent damage. Provide
protection from adverse weather conditions for portions of the Project that will be
exposed during cutting and patching operations.
1.
Avoid interference with use of adjoining areas or interruption of free passage to
adjoining areas.
2.
Do not cut existing pipe, conduit or ductwork serving facilities scheduled to be
removed or relocated until provisions have been made to bypass them.
3.4 CORING
A. Perform coring with a non-impact rotary tool using diamond core drills. Size holes
for pipe, conduit, sleeves, equipment or mechanical seals, as required.
B. Protect existing equipment, utilities and adjacent areas from water and other damage
covered by drilling operations.
C. Vacuum or otherwise remove slurry or tailings from the Work area following
drilling.
3.5 CUTTING
A. Cut existing construction using methods least likely to damage elements retained or
adjoining construction and that will provide proper surfaces to receive installation or
repair.
1.
In general, use hand or small power tools designed for sawing or grinding, not
hammering and chopping.
2.
Cut through concrete and masonry using a concrete wall saw with diamond saw
blades.
a.
Provide for control, on both sides of walls, of slurry generated by sawing.
B. Cut holes and slots as small as possible, neatly to size required, and with minimum
disturbance of adjacent surfaces. Provide temporary covering over openings where
not in use.
C. To avoid marring existing finished surfaces, cut or drill from exposed or finished side
into concealed side.
D. Provide adequate bracing of area to be cut prior to start of cutting.
E. Provide equipment of adequate size to remove cut panel.
3.6 PATCHING
A. Patch construction by filling, repairing, refinishing, closing-up and similar operations
following performance of other Work. Patch with durable seams that are as invisible
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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as possible. Provide materials and comply with installation requirements specified,
in other Sections of these Specifications.
B. Where feasible, test patched areas to demonstrate integrity of installation.
C. Fit Work airtight to pipes, sleeves, ducts, conduit and other penetrations through
surfaces.
D. Restore exposed finishes of patched areas and extend finish restoration into retained
adjoining construction in a manner that will eliminate evidence of patching and
refinishing.
1.
For continuous surfaces, refinish to nearest intersection.
2.
For an assembly, refinish entire unit.
E. Patch, repair or rehang existing ceilings as necessary to provide an even-plane surface
of uniform appearance.
3.7 CLEANING
A. Clean areas and spaces where cutting, coring and patching are performed. Clean
piping, conduit or similar constructions before applying paint or other finishing
materials. Restore damaged pipe covering to original condition.
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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SECTION 01740
CLEANING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Execute cleaning, during progress of the Work, at completion of the Work, and as
required by General Conditions. If CONTRACTOR fails to clean areas as specified
in this Section, the OWNER will have the areas cleaned and backcharge
CONTRACTOR.
1.2 REQUIREMENTS OF REGULATORY AGENCIES
A. In addition to the requirements herein, maintain the cleanliness of the Work and
surrounding premises within the Work limits so as to comply with federal, state, and
local fire and safety laws, ordinances, codes and regulations.
B. Comply with all federal, state and local anti-pollution laws, ordinances, codes and
regulations when disposing of waste materials, debris and rubbish.
1.3 PROGRESS CLEANING
A. General: Clean the Site, Work areas and other areas CONTRACTOR is permitted
to occupy by Laws and Regulations at least weekly. Dispose of materials
lawfully according to Laws and Regulations:
1.
Comply with requirements in NFPA 241, Standard for Safeguarding
Construction, Alteration and Demolition Operations, for removal of
combustible waste materials and debris.
2.
Do not hold other materials more than three days if the temperature is expected
to rise above 80 F.
3.
Provide suitable containers for storage of waste materials and debris.
4.
Containerize hazardous and unsanitary waste materials separately from other
waste. Mark containers appropriately.
B. Project:
1.
Maintain Project free of waste materials and debris.
2.
Keep exterior dust generating areas wetted down.
C. Work Areas: Clean areas where Work is in progress to the level of cleanliness
necessary for proper execution of the Work.
1.
Remove liquid spills promptly and report spills to the OWNER and
ENGINEER immediately.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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2.
Where dust would impair proper execution of the Work, broom-clean or
vacuum the entire Work area, as appropriate.
D. Installed Work: Keep installed Work clean. Clean installed surfaces according to
written instructions of manufacturer or fabricator of product installed, using only
cleaning materials specifically recommended. If specific cleaning materials are not
recommended, use cleaning materials that are not hazardous to health or property
and that will not damage exposed surfaces.
E. Concealed Spaces: Remove all debris from concealed spaces before enclosing the
space.
F. Exposed Surfaces: Clean exposed surfaces and protect as necessary to ensure
freedom from damage and deterioration at time of Substantial Completion.
G. Cutting and Patching: Clean areas and spaces where cutting and patching are
performed. Completely remove paint, mortar, oils, putty, and similar materials.
1.
Thoroughly clean piping, conduit, and similar features before applying paint or
other finishing materials. Restore damaged pipe covering to its original
condition.
H. Waste Disposal:
1.
Properly dispose of all waste materials, surplus materials, debris and rubbish
off the Project site.
2.
Do not burn or bury rubbish and waste materials on the Project site.
3.
Do not dispose of volatile or hazardous wastes such as mineral spirits, oil, or
paint thinner in storm or sanitary drains.
4.
Do not discharge wastes into streams or waterways.
5.
Sole responsibility for complying with any federal, state, and local
environmental and regulations in disposing of waste, belongs to
CONTRACTOR.
I.
During handling and installation, clean and protect construction in progress and
adjoining materials already in place. Apply protective covering where required to
ensure protection from damage or deterioration at Substantial Completion.
J.
Clean and provide maintenance on completed construction as frequently as
necessary through the remainder of the construction period. Adjust and
lubricate operable components to ensure operability without damaging effects.
1.4 FINAL CLEANING
A. General: Provide final cleaning.
1.
Complete the following cleaning and waste-removal operations before
requesting inspection for certification of Substantial Completion for entire
Project or for a portion of Project:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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a.
Clean and remove from the Project rubbish, waste material, debris, and
other foreign substances.
b.
Mechanical sweeping of paved areas. Remove petrochemical spills,
stains, and other foreign deposits.
c.
Hose clean sidewalks and loading areas.
d.
Rake grounds that are neither planted nor paved to a smooth, even-textured
surface.
e.
Leave water courses, gutters, and ditches open and clean.
f.
Repair pavement, roads, sod, and all other areas affected by construction
operations and restore them to original condition or to minimum condition
specified.
g.
Clean exposed exterior and interior hard-surfaced finishes to a dirt-free
condition, free of spatter, grease, stains, fingerprints, films, and similar
foreign substances.
h.
Clean, wax and polish wood, vinyl and painted floors.
i.
Remove debris and surface dust from limited access spaces, including
roofs, plenums, shafts, trenches, equipment vaults, manholes, and similar
spaces.
j.
Sweep concrete floors broom clean in unoccupied spaces.
k.
Clean transparent materials, including mirrors and glass in doors and
windows.
Remove
glazing
compounds
and
other
noticeable,
vision- obscuring materials. Replace chipped or broken glass and other
damaged transparent materials.
l.
Remove tags and labels that are not permanent.
m. Touch up and otherwise repair and restore chipped, scratched, dented or
otherwise marred surfaces to specified finish and match adjacent surfaces.
1) Do not paint over “UL” or similar labels, including manufacturer
mechanical and electrical nameplates.
n.
Wipe surfaces of mechanical and electrical equipment, and similar
equipment. Remove excess lubrication, paint and mortar droppings, and
other foreign substances.
o.
Clean plumbing fixtures to a sanitary condition, free of stains, including
stains resulting from water exposure.
p.
Replace disposable air filters and clean permanent air filters. Clean
exposed surfaces of diffusers, registers, and grills.
q.
Clean light fixtures, lamps, globes, and reflectors to function with full
efficiency. Replace burned-out bulbs, and those noticeably dimmed by
hours of use, and defective and noisy starters in fluorescent and mercury
vapor fixtures to comply with requirements for new fixtures.
r.
Maintain the cleaning until OWNER occupies the Project or portion
thereof.
s.
Leave Project clean and in a neat and orderly condition satisfactory to
ENGINEER.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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SECTION 01782
RECORD DOCUMENTS
PART 1 - GENERAL
1.1 DESCRIPTION
A. CONTRACTOR shall maintain and provide the ENGINEER with Record
Documents as specified below and per the General Conditions of the contract.
B. Definitions
1.
Contract Documents: The contract documents include the drawings,
specifications, and addenda developed and furnished to the CONTRACTOR at
the beginning of construction.
2.
As-Built Drawings: As-built drawings are an annotated set of drawings prepared
by the CONTRACTOR. They show, in red, as-constructed changes to the
original Contract Documents that have been made during the construction
process. The As-Built Drawings may include supplemental drawings to provide
the necessary detail, comply with project standards or where annotation would
otherwise be impractical.
3.
Record Drawings: Record Drawings are prepared by the ENGINEER and reflect
as-constructed changes that the CONTRACTOR annotated in the As-Built
Drawings.
4.
Record Documents: The Record Documents include Record Drawings,
specifications, addenda, approved shop drawings, samples, photographs, change
orders, other modifications to the Contract Documents, test records, survey data,
field orders, Request for Information, submittals and all other documents
pertinent to the CONTRACTOR’S Work.
C. Maintenance of Documents:
1.
Electronic sets of plans, including any Addenda, of the Drawings will be
furnished to CONTRACTOR by the ENGINEER.
2.
Maintain in CONTRACTOR’S field office in clean, dry, legible condition
complete sets of the following: Drawings, Specifications, Addenda, approved
Shop Drawings, Samples, Photographs, Change Orders, other modifications of
Contract Documents, test records, survey data, Field Orders, and all other
documents pertinent to CONTRACTOR’S Work.
3.
Make documents available at all times for inspection by ENGINEER and
OWNER.
4.
Record Documents shall not be used for any other purpose and shall not be
removed from CONTRACTOR’S office without ENGINEER’S approval.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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5.
Any contractually required testing provided by others shall be thoroughly
documented by the CONTRACTOR and maintained with the project Record
Documents. All testing results shall be maintained in their own separate log for
the project; being kept current weekly and made readily available for viewing at
any time.
D. Marking System: Changes, revisions, additions and deletions, to the record set of
Drawings shall be marked in Red.
E. Recording:
1.
Submit as-built drawings and make a record of the locations of all work
completed as part of the project. The as-builts must indicate the locations of the
beginning(s) and end(s) of the construction, and service connections and
appurtenances. They must also show locations and elevations where significant
elevation changes occur or changes in direction in all pipe alignments. Their
locations must be shown by stationing and dimensioning from appropriate
monument lines or in their absence appropriate lot lines, property lines or
easement line references.
2.
Label the Cover Sheet, Index and each supplemental sheets of each document
“PROJECT RECORD” in 2-inch high printed letters.
3.
Keep the As-Built Drawings current. CONTRACTOR’S refusal, failure or
neglect to maintain current As-Built Drawings shall constitute sufficient basis
for the ENGINEER to recommend the withholding of some or all of any
payment due.
4.
Do not permanently conceal any Work until required information has been
recorded.
5.
Drawings: Legibly mark to record actual construction including:
a.
Depths of various elements of foundation in relation to datum.
b.
Horizontal and vertical location of underground utilities and appurtenances
referenced to permanent surface improvements.
c.
Location of internal utilities and appurtenances concealed in construction
referenced to visible and accessible features of structure.
d.
Field changes of dimensions and details.
e.
Changes made by Change Order or Field Order.
f.
Details not on original Drawings.
6.
Specifications and Addenda: Legibly mark up each Section to record:
a.
Manufacturer, trade name, catalog number, and supplier of each product
and item of equipment actually installed.
b.
Changes made by Change Order or Field Order.
c.
Other matters not originally specified.
F. Record Drawings:
1.
Record Drawings shall be prepared for all the Work included in the Contract. On
a monthly basis, furnish to the ENGINEER a full size annotated electronic copy
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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of the As-Build Drawings that include changes from the previous month’s As-
Build Drawing submittal. Annotations shall include redlined “clouds” of only
those changes from the previous month’s submittal. The redlined As-Build
Drawings shall show the actual in-place installation of the items installed under
this Contract. The redlined As-Build Drawings shall show the Work in plan and
sections as required for clarity with reference dimensions and elevations that
will be used to develop complete Record Drawings.
2.
In addition to the redlined As-Build Drawings, prepare and submit CADD
“.dwg” files, version 2018 or later, for all supplemental drawings used to
complete the As-Build Drawings.
3.
Survey results shall be posted to the as-builts on a monthly basis.
G. Submittals:
1.
Acceptance of CONTRACTOR’S monthly application for payment shall be
dependent
on
the
ENGINEER’S
acceptance
and
agreement
that
CONTRACTOR’S As-Build Drawings and weekly submittals are complete,
thorough and acceptable in showing all Work up through and including such
work as CONTRACTOR is claiming for completion and payment on
CONTRACTOR’S application for payment. Any items which do not appear on
the As-Build Drawings in complete and acceptable form shall not be paid for in
CONTRACTOR’S monthly payment.
2.
Examination by the ENGINEER of CONTRACTOR’S As-Build Drawings will
be made on a weekly basis to determine completion for consideration of monthly
pay application. Also, make available all As-Build Drawings at all times to the
ENGINEER for examination.
3.
Prior to Completion of the Work, deliver final As-Build Drawings to
ENGINEER.
4.
Accompany final and weekly submittals with transmittal letter containing:
a.
Date.
b.
Project title and number.
c.
CONTRACTOR’S name and address.
d.
Title and number of each As-Build Drawings.
e.
Certification that each document as submitted is complete and accurate.
f.
Signature of CONTRACTOR, or his authorized representative.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME: Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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24-026
02145-1
May 2025
SECTION 02145
DIVERSION OF SEWAGE FLOW AND DEWATERING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
This Section describes the existing conditions for temporary bypassing and
dewatering of water systems or sewers for internal television inspection (CCTV),
cleaning operations and/or rehabilitation of project pipelines. This section provides
minimum requirements for temporary bypass pump station and dewatering of sewers
as required to completing work and prior to acceptance.
B. Requirements:
1.
CONTRACTOR shall provide all labor, materials, equipment, and supervision to
temporarily bypass pump sewage flow around the CONTRACTOR'S Work and to
dewater the pipeline for removal. The bypass strategy shall maintain flow to prevent
wastewater backup into the city’s sewage collection system or discharge to the
environment.
2.
The actual design of the bypass arrangement shall be prepared by the
CONTRACTOR, and shall be submitted to the OWNER and ENGINEER for
review. Means and methods of accomplishing the bypassing shall be the
responsibility of the CONTRACTOR.
3.
The CONTRACTOR shall successfully test the system to 1.5 times the maximum
operating pressure of the system prior to placing the bypass system into operation,
4.
The CONTRACTOR shall notify the OWNER 72 hours prior shutting down or
operating the bypass. The bypass system equipment and existing flows shall be
continuously monitored by the CONTRACTOR.
5.
It is the CONTRACTOR’s responsibility to arrange all necessary access and
temporary construction agreements with all affected parties for the Contractor’s
proposed location of the bypass pumping system
6.
CONTRACTOR is responsible for immediate and proper cleanup should any spill
occur, regardless of amount. Immediately contact the ENGINEER if spill occurs.
Regardless if amount, the CONTRACTOR shall pay for all damages and fines
incurred as a result of a spill.
7.
CONTRACTOR shall connect bypass piping to the existing collection system and
utilize temporary pumps and control equipment.
8.
CONTRACTOR shall utilize a pumping system with 100% back-up capability. In
the event a pump shall fail, an alternate equally sized pump shall be ready to be
utilized immediately. This requires the alternate pump(s) to be connected to the force
main system.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME: Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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9.
CONTRACTOR shall coordinate operation of temporary bypass pump station with
authorized City of Chandler personnel. CONTRACTOR shall not operate any
equipment in or about temporary bypass pump station without prior written consent
from OWNER and copied to ENGINEER.
10. Bypass pump operation shall include a lighting system at the bypass pump operation
and the force main discharge. The lighting system shall be gas operated.
11. CONTRACTOR shall provide qualified personnel, at a minimum two (2), on-site 24
hours per day to maintain the bypass pumps and pipeline.
12. CONTRACTOR shall continuously monitor hydrogen sulfide concentrations at the
suction side of the bypass pump operation and the force main discharge.
CONTRACTOR shall provide temporary covering at each location to minimize
hydrogen sulfide releases. This may include providing and installing a temporary
odor control system as determined by the OWNER.
13. CONTRACTOR shall coordinate bypass pump elevations and excavate area to meet
suction head requirements.
C. Experience:
1.
CONTRACTOR shall utilize staff and/or a subcontractor that has been directly
responsible for the bypass pumping of sewage flows during the completion of a
similar pipeline project.
1.2 SUBMITTALS
A. Submit drawings and complete design data showing methods and equipment proposed to
be utilized in the water piping or sewer bypassing for review by the ENGINEER. Include
the following information in the submittal:
1.
Detailed Drawings indicating the scheme and location of temporary sewer line plugs,
bypass discharge lines and the method and location for discharging the bypass lines.
2.
Capacities of pumps, prime movers and standby equipment.
3.
Pump equipment data sheets. Data sheets shall include a system head curve along
with a pump curve to verify its operating point. The system head curve calculations
shall be developed by the CONTRACTOR and be included within the submittal for
review.
4.
Design calculations proving adequacy of the system and selected equipment sealed
by a Professional Civil Engineer, registered in the State of Arizona.
5.
Detailed list of personnel to be utilized for the bypass pump operation. The list shall
also include the local supplier of the by-pass pumps and force mains.
6.
Detailed list of additional parts and equipment to be placed at the site should the
system not operate as intended.
7.
Standby Power Source
8.
Secondary Containment Provisions
9.
Spill Response Plan
10. Odor Control Plan
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME: Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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11. Detailed list of items and methods utilized to repair or replace items damaged or
modified due to the by-pass pump operation.
B. The plan shall include a detailed daily schedule and a list of daily activities that will be
completed before, during, and after the bypass operation. Include all personnel that are
planned to work on the pipeline and the bypass pump operation.
C. Provide an emergency contact list for all of the personnel to be at the site. Include all of
the OWNER’S and ENGINEER’S personnel. Once the emergency contact list is
finalized, three (3) copies shall be printed, laminated, and placed at locations along the
bypass pump operation as determined by the OWNER.
1.3 JOB CONDITIONS
A. Available Flow Data:
1.
There is no current flow data available, the CONTRACTOR shall be responsible for
any/all monitoring of flows as necessary to properly size the bypass system to ensure
against sanitary sewer overflows of upstream sewers
2.
Bypass flows might need to be sent to offsite sanitary sewer lift stations and
associated force mains from the project pipelines. It shall be the CONTRACTOR’s
responsibility to coordinate work and any associated bypass operations with the city
to maintain uninterrupted normal operation of these remote facilities.
B. Protection:
1.
Bypassing to the ground surface, receiving waters, storm drains or bypassing which
results in soil or groundwater contamination or any potential health hazards is not
permitted.
C. Scheduling:
1.
The bypassing system is not allowed to be shut down between shifts, on holidays,
weekends or during work stoppage without written permission from the city. Provide
an attendant, around the clock, whose only duty is to maintain the bypass pumping
system until the bypassing of that specific pipeline is no longer required.
D. Service Lines:
1.
Water or sanitary sewers to be bypassed may have service lines connected to
adjacent users. The known service lines have been shown on the construction
drawings. Verify the locations of these lines and any other service lines not shown
on the drawings.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME: Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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May 2025
PART 2 - PRODUCTS
2.1 MATERIALS
A. CONTRACTOR shall provide temporary piping, fittings, conduits, and all other
equipment to bypass sewer flow around the CONTRACTOR'S Work as required.
CONTRACTOR shall furnish all necessary labor supervision to set up and operate the
pumping system. Equipment shall be equipped with sound attenuation devices to keep
noise level within limits specified in the City of Chandler Codes or stated in the Contract
Documents. Bypass shall be of adequate capacity and size to handle the required flows.
B. The pumps and bypass pipes shall be of adequate capacity and size to handle the required
capacity.
1.
Pumping: The CONTRACTOR shall provide adequately sized pump(s) to
accommodate 150 percent of the maximum instantaneous flow. CONTRACTOR
shall decide the required flow capacity. The city may provide flow information if
available to the CONTRACTOR but shall provide no guarantees regarding the
accuracy of such data.
2.
The CONTRACTOR shall provide 100 percent redundant bypass pumping
capability when only one pump is required to accommodate the flow. When multiple
pumps are required to accommodate the bypass flows, the Contractor shall provide a
minimum of 50 percent additional number of pumps.
3.
The Contractor shall provide fused (HDPE) piping to convey flow around the
project area. HDPE pipe shall be used outside of spill containment area.
4.
The CONTRACTOR shall provide a full-time operator/inspector with full
responsibility for the bypass pumping operation.
5.
In no case shall the CONTRACTOR allow any sewage to surcharge and backup into
homes or businesses, or in any way overflow into the environment. If the bypass
pumping capacity is insufficient to prevent surcharge and/or overflow at any time,
the CONTRACTOR shall pull the line plugs to reestablish flow within the sewer
irrespective of the status of the application or rehabilitation process. The OWNER
shall not be responsible for or pay for any damage created by flow re-establishment.
C. CONTRACTOR shall maintain on-site sufficient equipment and materials to ensure
continuous and successful operation of the bypass and dewatering systems. The
CONTRACTOR shall maintain on-site a sufficient number of valves, tees, elbows,
connections, tools, sewer plugs, piping, and other parts or system hardware to ensure
immediate repair or modification of any part of the system as necessary.
D. All equipment shall be placed on a new plastic tarp, adequately sized, and bermed to
protect against gasoline, oil, and hydraulic fluid spills.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME: Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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02145-5
May 2025
PART 3 - EXECUTION
3.1 PROTECTION
A. In areas where flows are bypassed, all bypass flow shall be discharged as described above
or approved by the city or city’s representative. Bypassing to the ground surface,
receiving waters, storm drains or bypassing which results in groundwater contamination
or potential health hazards is not permitted.
B. Provide ENGINEER a copy of an emergency spill response plan. Plan shall address
notification and clean up procedures. Immediately take action to halt and clean up all
spills and immediately notify ENGINEER of any/all spills.
C. Perform all work in compliance with OSHA standards and in no case will noise levels be
permitted which would interfere with the work of the city or others. Utilize sound
attenuated bypass pumps with a maximum decibel rating of 70 db or less, measured at a
distance of 50 feet. CONTRACTOR shall be responsible to provide and install sound
attenuation devices, methods and/or systems to maintain noise levels below stated
decibels. Sound measurements shall be made and recorded by the CONTRACTOR in
accordance with ANSI/ASA S12.50-2002 and provided to the city’s representative upon
request.
D. Odor Control:
1.
Employ methods and procedures that mitigate the generation and discharge of
objectionable odors to the surface environment at all times. CONTRACTOR shall be
responsible for controlling hydrogen sulfide so as not to create nuisance odors and
resident complaints per specification section 01570- Temporary Controls
2.
In areas where flows are bypassed, all bypass flow shall be discharged to a
downstream sanitary sewer manhole following a bypass plan approved by the
OWNER and ENGINEER. No bypassing to ground surface receiving waters,
canals, storm drains, or bypassing which results in groundwater contamination or
potential health hazards shall be permitted in accordance with the General
Conditions.
3.2 DAMAGES
A. The CONTRACTOR shall repair, without cost to OWNER, any damage that may result
from his negligence, inadequate or improper mechanical or electrical failures.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineer
Agency Review
24-026
02146-1
May 2025
SECTION 02146
SEWER PIPE AND SEWER STRUCTURE CLEANING
PART 1 - GENERAL
1.1 DESCRIPTION
A. This specification section specifies the requirements for cleaning of the sewer pipe and
sewer structures prior to remote visual CCTV inspection, pipe and/or manhole/structure
rehabilitation. The work to be done under this Contract consists of furnishing all labor,
materials, and equipment to remove accumulated sediments, clean, and preparation of the
sanitary sewer pipes and/or sewer structures for rehabilitation.
1.2 SUBMITTALS
A. The following submittal shall be provided in accordance with Technical Specification
Section 01330, Submittals:
1.
A letter identifying the methods the CONTRACTOR plans to employ to remove
sediment, debris, grease, scale, encrustations, and roots throughout the sewer pipe to
be lined and in the sewer manholes/structures to be repaired, rehabilitated or interior
protective coating applied. The letter report shall include a detailed narrative
explanation of the proposed cleaning process, schedule of activities, and detailed
references where the CONTRACTOR has used the identified cleaning method
successfully in the past.
2.
The CONTRACTOR shall submit the cleaning technique(s), nozzle, and water
pressure and/or mechanical means proposed to ensure the interior circumference of
the pipe and structures are clean and free from any residual sediment.
3.
The CONTRACTOR shall submit the proposed methods and procedures for
preventing debris cleaned from structures and/or manholes from entering the live
sewers (if present).
4.
The location of off-site disposal of all material removed from the sewer(s) along
with letter of acceptance from the receiving disposal site accepting the debris.
5.
A copy of all haul permits obtained from all regulatory agencies.
6.
The CONTRACTOR shall submit a public awareness plan outlining the means and
methods of proposed plans to mitigate impact to the public during the cleaning
operation.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineer
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02146-2
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PART 2 - MATERIALS
2.1 CHEMICAL ADDITIVES
A. No chemicals shall be used without written approval of the ENGINEER. In no case shall
any chemical additive be used which might be considered hazardous or might be
considered detrimental to organisms or equipment of a wastewater treatment plant, or
detrimental to old or new pipe materials.
B. A Safety Data Sheet (SDS) shall be posted onsite with a copy supplied to the
ENGINEER for all chemicals anticipated to be used in the project or brought on-site.
2.2 HYDRO BLAST PIPE CLEANING-NOZZLE
A. The CONTRACTOR shall use a nozzle to ensure the interior 360-degree circumference
of the pipe interior is clean and free from any residual sediment prior to lining.
B. It shall be the CONTRACTOR’s responsibility to determine whether the structural
condition of the existing pipe will not be detrimentally damaged by use of the spinning
nozzle and water pressure to be utilized. The CONTRACTOR shall notify the
ENGINEER of pipe condition that would be impacted through the proposed cleaning
process and equipment.
2.3 SEWER STRUCTURE CLEANING – HYDRO BLAST
A. The CONTRACTOR shall use high pressure hydro blasting methods as appropriate and
necessary to remove deteriorated concrete and any previously applied protective
coatings/linings on the interior of manholes/structures down to solid/sound substrate
material.
B. The CONTRACTOR shall use debris shields or other approved method to prevent
debris dislodged from the interior of the manhole/structure from entering the live sewers.
Discharge of removed sediment and debris into the interceptor pipe is prohibited. The
CONTRACTOR shall remove and legally dispose of dislodged debris offsite. All hauling
equipment shall be watertight to prevent spillage during transport. The CONTRACTOR
will be responsible for interceptor pipe cleaning and removal of all sediments to a
disposal facility.
PART 3 - EXECUTION
3.1 GENERAL
A. The CONTRACTOR shall conduct work to prevent any detrimental sewage blockage
and minimize surcharging in the sewer manholes/structure or connecting sewer pipes.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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B. It shall be the CONTRACTOR’s responsibility to determine whether the structural
condition of the existing pipe, manhole, and/or structure will not be detrimentally
damaged as a result of any proposed cleaning process(es). Damage to existing facilities as
a result of the CONTRACTOR's work shall be promptly repaired in kind at the
CONTRACTOR's expense. The CONTRACTOR accepts the responsibility of reinstating
normal sewer operation once the proposed cleaning operation is initiated.
C. It is CONTRACTOR’s responsibility for all costs incurred with removal of sediment if
observed to be discharged into an active interceptor sewer for a minimum distance of
one (1) mile upstream and downstream of the work area location.
3.2 SEWER BYPASSING AND DEWATERING
A. Sewer flow shall be bypassed during the cleaning as specified in Technical Specification
Section 02145, Diversion of Sewage Flow and Dewatering if required, or directed by the
ENGINEER.
3.3 HYDRO BLAST CLEANING OF PIPES
A. The CONTRACTOR shall clean and remove existing sediment, debris, roots, scale,
encrustations, grout, and FOG accumulations from the sanitary sewer pipes to be
inspected or scheduled to be rehabilitated, to adequately prepare the surfaces for liner
installation or protective surface application.
B. Pipe discovered by the CONTRACTOR or his Subcontractor to be physically
deteriorated to the extent where cleaning may detrimentally impact the structural integrity
shall be brought to the attention of the ENGINEER prior to conducting cleaning
operations.
C. The CONTRACTOR shall clean the pipe to ensure proper installation of the sewer liner.
Cleaning shall remove all sediment, rocks, debris, roots, FOG, accumulations, and
obstructions from the sewer to be lined. Multiple passes with cleaning equipment may
be required at no additional cost to the OWNER. Once the CONTRACTOR initiates the
cleaning operation, they accept the responsibility of reinstating normal operation of the
sewer.
D. Sediment or debris from cleaning operations larger than U.S. #8 sieve shall not be
deposited downstream in the sewer. Sedimentation deposited downstream shall be
removed at no cost to the OWNER. All materials dislodged during cleaning shall be
removed from the pipe and delivered to an approved disposal site.
E. The CONTRACTOR shall be thoroughly familiar with all phases of sewer pipe cleaning to
ensure the completion of this Contract without causing a health hazard or damage to the
sewage system, public and private property.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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F. It shall be the responsibility of the CONTRACTOR to repeat the cleaning process if root
re- growth, FOG accumulation, or other detrimental obstructions are present between the
time pre-video inspection and CIPP liner installation operation at no additional cost to the
OWNER.
3.4 MECHANICAL CLEANING OF PIPES
A. The CONTRACTOR shall clean existing interior pipe of tuberculation, hardened FOG,
scale, encrustations, root intrusions, and grout accumulations from the sanitary sewer
pipes to be inspected or scheduled to be rehabilitated and adequately prepare the surfaces
for installation of liner.
B.
Pipe discovered by the CONTRACTOR or Subcontractor to be physically deteriorated to
the extent where cleaning may detrimentally impact the structural integrity of the existing
pipe shall be brought to the attention of the ENGINEER prior to conducting cleaning
operations.
C. Cleaning shall remove all mineral accumulations and/or attachments from corrosion of
metallic surfaces from the sewer to be lined and from the structures to be coated (if
applicable). Cleaning of the sewer and structure interior surfaces shall remove all scale,
encrustation, and any other foreign material from the surface.
D. The CONTRACTOR shall mechanically clean the pipe interior to within 95% of original
interior pipe diameter as verified through interior pipe CCTV optical laser profiler or
approved equal equipment to verify and document the internal pipe diameter prior to
ordering and installing CIPP lining. Multiple passes with mechanical cleaning equipment
may be required at no additional cost to the OWNER.
E. It shall be the responsibility of the CONTRACTOR to repeat the mechanical cleaning
process if tuberculation, FOG, or detrimental corrosion buildup occurs prior to CIPP
lining operation at no additional cost to the OWNER.
3.5 HYDRO BLAST CLEANING OF MANHOLES/STRUCTURES
A. The CONTRACTOR shall clean existing trough, throat, bench, wall, cone and chimney of
debris, encrustations, FOG, and deteriorated concrete by the use of high-pressure hydro
blasting. Once cleaning has commenced, the rehabilitation method chosen shall be
completed in succession with no more than 48 hours transpiring between cleaning and
rehabilitation activities.
B. Access manholes/structures discovered by the CONTRACTOR or Subcontractor to be
physically deteriorated to the extent where cleaning may detrimentally impact the
structural integrity of the existing access manhole/structure shall be brought to the
attention of the ENGINEER prior to conducting cleaning operations.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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C. Cleaning shall remove all deteriorated concrete such that the remaining surface is sound
and free of unstable material.
3.6 PVC “T-LOCK” LINED PIPES
A. The CONTRACTOR shall clean the interior of any PVC lined pipe per paragraph 3.3 -
Hydro- Blast Cleaning of Pipe in conjunction with the following according to the
proposed pipe rehabilitation method proposed.
B. Rehabilitation Method: Cured-In-Place-Pipe Lining Installation:
1.
The CONTRACTOR shall remove existing PVC liner and/or joint material that is
loose or hanging that may impact the liner installation process along with any
hardened encrustations or protrusions that may impact the final diameter profile of
the rehabilitated pipe.
3.7 RECLEANING
A. Recleaning of the sewer pipe/manhole/structure may be required prior to the remote visual
pipe inspection preceding pipe rehabilitation at no additional cost to the OWNER.
3.8 REMOTE VISUAL INSPECTION
A. Cleaning of the sanitary sewer pipe is required prior to remote visual inspection of the
sewer pipe to view surface and service lateral conditions (if present) per Technical
Specification Section 02147, Remote CCTV Inspection Of Existing and Rehabilitated
Sewers.
3.9 DISPOSAL OF SEDIMENTS
A. The CONTRACTOR shall be responsible for transporting and disposing, including all
disposal fees, of any sediments and material removed from the sewer or structures.
B. All sediment and debris removed from the sewer system and associated appurtenances shall
be disposed into a dump bin on-site which would be hauled to Butterfield landfill in a
lawful manner. Hauling containers shall be watertight. On-site stockpiling of removed
material will not be permitted.
C. The CONTRACTOR shall be responsible for obtaining all necessary permits, payment of
all fees, and approval from all regulatory agencies required to perform the work, including
transport of sediments. Off-site disposal of all material removed from the sewer shall be
the CONTRACTOR's responsibility.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
02147-1
May 2025
SECTION 02147
REMOTE CCTV INSPECTION OF EXISTING AND REHABILITATED SEWERS
PART 1 - GENERAL
1.1 DESCRIPTION
A. This Technical Specification defines the requirements for internal remote Closed-Circuit
Television (CCTV) inspection of the existing sewer pipes and access manholes/structures
before and after rehabilitation according to the National Association of Sewer Service
Companies (NASSCO) standards. Interior pipe and manhole/structure condition (post
video inspection) shall be documented following rehabilitation using digital scanning
camera equipment.
1.2 SUBMITTALS
A. Preliminary Submittals:
1.
At the preconstruction conference the CONTRACTOR shall submit the following
information for review per Specification Section 01330, Submittals following
notification of award of the Contract:
a.
The CONTRACTOR shall submit operator name and NASSCO Pipeline
Assessment and Certification Program (PACP) certification number and
Manhole Assessment Certification Program (MACP) certification number of
proposed CCTV operator for approval. CONTRACTOR shall promptly provide
substitute operator and credentials in the event operator approval is denied.
b.
The CONTRACTOR shall submit an example of work of the proposed camera
equipment to demonstrate quality and clarity of video along with proposed
methods of documentation. Example shall consist of one (1) remote visual
inspection record in proposed format of previous sewer inspection work
completed along with associated audio commentary and inspection log(s). The
submitted record shall show operational and structural defects in sewers that are
of the same diameter as the sewers in this project.
c.
The information will be reviewed to determine if the quality of the images,
technique, and inspection procedures are acceptable and if defects were
properly identified and documented. Samples shall be with the same camera,
lighting equipment, and data handling procedures proposed for this work.
d.
The OWNER and/or ENGINEER will review the records, not for accuracy of
content, but to make sure that the required information is provided, and the
recording is of acceptable quality. If the OWNER and/or ENGINEER
determines that the records are defective or not of adequate quality, the
CONTRACTOR
shall
repeat
the
inspection
documentation
at
the
CONTRACTOR's expense.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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e.
The CONTRACTOR shall be responsible for modifications to his equipment
and/or inspection procedures to achieve report material of acceptable quality.
No work shall commence prior to approval of the material by the OWNER
and/or ENGINEER. Once accepted, the report material shall serve as a standard
for the remaining work.
f.
The CONTRACTOR shall resubmit a final video showing a post inspection after
the liner issue(s) have been addressed and approved, and after the manhole
rehabilitation is complete and approved. CONTRACTOR shall correct all title
information on the video and labels prior to final submittal.
g.
Universal Serial Bus (USB) or external hard drive records shall include labels
containing project titles, dates, including OWNER and CONTRACTOR
company names. The CONTRACTOR shall maintain a copy of all inspection
documentation (disks, tapes, databases, and logs) for the duration of the work
and warranty period.
B. Submittals:
1.
Pre-Construction Inspections: One (1) copy of the pre-construction CCTV inspection
stored on external hard drive or USB media, showing the existing sewer pipe after
preliminary cleaning, shall be submitted to the OWNER or ENGINEER a minimum
of 14 days prior to CIPP lining. The distance to each sanitary sewer lateral shall be
recorded on the inspection tape and paper copy record. Each pipe segment to be
rehabilitated shall be CCTV inspected and recorded. Multiple pipe segment
inspections can be stored on one DVD or USB. If the OWNER or ENGINEER
determines that the records are defective, not of adequate quality, not containing
pipe identification information, or footage counter, the CONTRACTOR shall repeat
the inspection documentation at the CONTRACTOR's expense.
2.
One (1) copy of the CCTV inspection stored on external hard drive or USB media or
external hard drive, showing the existing sewer pipes after cleaning, just prior to
CIPP installation, along with a final inspection video (to be panoramic) following
liner installation and any lateral opening reinstatement. Videos shall be submitted to
the OWNER or ENGINEER within one (1) day of collecting the final inspection
video. The OWNER or ENGINEER will track and compile a final record of initial
cleaning, pre-lining CCTV, post-lining CCTV, and if necessary secondary post-
lining CCTV after any liner issues have been addressed and submitted to the
OWNER or ENGINEER by the CONTRACTOR for work acceptance.
3.
One (1) copy of the CCTV inspection stored on external hard drive or USB media or
external hard drive, showing the existing access manhole/structure after cleaning,
just prior to the repair material installation along with a final inspection video (to be
panoramic) after rehabilitation. Video shall be submitted to the OWNER or
ENGINEER within one (1) day of the final inspection video collection. The
OWNER or ENGINEER will track and compile a final record of initial cleaning,
pre-rehabilitation CCTV, post-rehabilitation CCTV, and if necessary secondary post-
rehabilitation CCTV after any issues have been addressed and submitted to the
OWNER or ENGINEER by the CONTRACTOR for work acceptance.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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May 2025
4.
The CONTRACTOR shall submit written inspection logs and CCTV procedures
according to NASSCO PACP for the sewer pipes inspected and/or rehabilitated.
5.
The CONTRACTOR shall submit written inspection logs and CCTV procedures
according to NASSCO MACP standards for the sewer access manholes/structures
inspected and/or rehabilitated.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Television Inspection Camera(s):
1.
Camera(s) shall be intrinsically safe and shall be capable of safely operating in 100
percent humidity conditions. Lighting intensity shall be remote controlled and shall
be adjusted to minimize reflective glare. Lighting and camera quality shall provide a
clear, focused picture of the entire inside periphery of the sewer. Analog type camera
shall have tilt and zoom capabilities to view 90 degrees to the pipe centerline for the
entire
360 degrees of the pipe circumference. Digital type cameras shall possess forward and
rear facing cameras with 360-degree view capabilities.
2.
The CONTRACTOR shall utilize equipment that allows for CCTV to be performed
within conditions noted in the Technical Specification. CONTRACTOR’s
equipment shall be sized to fit and maneuverable within final diameter of
rehabilitated pipe segments. Any scrapes or damage to the interior pipe liner or
newly installed protective manhole/structure coating or lining resulting from
equipment operation shall be addressed and corrected by the CONTRACTOR at no
additional cost to the OWNER.
3.
The CONTRACTOR shall utilize a digital, Panaramo 360 or approved equal for post
CCTV inspection of pipes 12-inch diameter and larger and for use in
manholes/structures. Either digital or analog CCTV equipment is permitted for use
in pipes less than 12-inches in diameter.
B. Video Storage Devices:
1.
Video recordings of all sewer line inspections shall be made on USB media or
digital external hard drive. The audio portion of the video shall be sufficiently free
from electrical interference and background noise to provide complete intelligibility
of the oral report. A copy of the video recordings shall be consolidated on USB or
digital external hard drive media with corresponding OWNER unique appurtenance
quarter section number.
C. Footage Counter:
1.
A footage counter device, which measures the distance traveled by the camera in the
sewer, shall be accurate to plus or minus 2 feet in 1,000 feet.
D. Video Titling:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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1.
Video equipment shall include genlocking capabilities to the extent that computer
generated data, (e.g., footage, date, size, address and location, etc.) as determined by
the OWNER can be overlaid onto video, and both indicated on the television
monitor and permanently recorded on the inspection video.
PART 3 - EXECUTION
3.1 FLOWS IN SEWERS
A. The CONTRACTOR shall provide temporary dry conditions in the sewer pipes during
remote visual CCTV inspections and continuously until completion of liner installation
and final documentation CCTV video inspection. The bypassing requirements are
provided in Technical Specification Section 02145, Diversion of Sewage Flow and
Dewatering.
3.2 CLEANING
A. The remote visual inspection shall be performed after cleaning the sewer pipe or access
manhole as specified in Technical Specification Section 02146, Sewer and Sewer
Structure Cleaning, and prior to lining the pipe. The CONTRACTOR shall be responsible
for properly inspecting and documenting the final condition of the rehabilitated pipe.
3.3 SCHEDULE
A. The CONTRACTOR shall submit post CCTV of segments within one (1) working day
from the date of installation. The CONTRACTOR shall also be responsible to produce
and submit electronic inspection logs of the inspection process.
3.4 SEQUENCE OF INSPECTION
A. The sewer pipe shall be remote visually inspected, in the same direction, prior to and
following the lining of the sewer. Final CCTV inspection shall be performed after lateral
reinstatement has been completed.
3.5 INSPECTION METHODS
A. The CONTRACTOR shall inspect the sewer interior using a camera or process capable
of producing a color image for permanent record and documentation of inspection in
digital format (mpeg or jpeg) with audio location and date information, data title
information.
B. Verbal Commentary:
1.
The CONTRACTOR shall audio record narrative on the remote visual inspection
location, upstream and downstream control points, date, and time of the inspection.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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C. Access:
1.
The OWNER or ENGINEER shall have full access to observe and monitor all other
operations at all times. The system of cabling employed to transport the camera and
transmit its signal shall not obstruct the camera's view.
D. Inspection Rate:
1.
The camera shall be pulled through the sewer in either direction, but all inspections
at each location shall be in the same direction. Maximum rate of travel shall be 30
feet per minute when recording with analog camera systems.
E. Image Perspective:
1.
The camera image shall be down the center axis of the pipe when the camera is in
motion. The CONTRACTOR is required to provide a 360-degree view of the pipe
interior. Points of interest shall also be documented and shall include, but not be
limited to, defects, encrustations, mineral deposits, debris, sediment, any location
determined not to be clean or part of a proper liner installation, or defects in the liner
(including, but not limited to, bumps, folds, tears, dimples, etc.).
2.
Each individual sanitary sewer lateral opening to the sewer main shall be remote
visually inspected. Camera shall first pan and tilt to the lateral opening prior to zoom
for analog camera systems. Full 360-degree views of the lateral opening shall be
documented without zoom. CONTRACTOR shall not utilize pan, tilt and/or zoom
simultaneously.
F. Sewer Identification:
1.
All inspection documentation shall include the sewer location identified by OWNER
quarter section manhole numbers.
G. Sewer Flow Control:
1.
During remote visual inspections, and continuously until completion of liner
installation and final CCTV documentation inspection, the CONTRACTOR shall
provide temporary dry conditions in the sewer pipes. The bypassing requirements are
provided in Technical Specification Section 02145, Diversion of Sewage Flow and
Dewatering.
H. Quality Control:
1.
The OWNER’s Representative will review USB or external hard drive to ensure
compliance with the requirements listed in this Technical Specification and
Contract Documents. If the sewer pipe or access manhole is determined not to be
adequately cleaned, as required in Technical Specification Section 02146, Sewer
and Sewer Structure Cleaning it shall be recleaned and remote visual inspection
repeated by the CONTRACTOR at no additional cost to the OWNER. If any portion
of the liner or manhole rehabilitation is determined not acceptable, the liner shall be
repaired or replaced, whichever the OWNER’s Representative deems appropriate,
and re-inspected and documented.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
02148-1
May 2025
SECTION 02148
CIPP LINING OF EXISTING SEWERS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
This Technical Specification Section specifies the Cured-In-Place-Pipe (CIPP)
rehabilitation lining, sets acceptable material and experience parameters, defines
minimum performance requirements for the finished, installed product and details
testing requirements for the completed product.
B. Requirements:
1.
The CONTRACTOR shall provide and install a resin saturated flexible tube
(lining/liner) with an interior plastic coating wearing surface into pipes identified for
CIPP lining in accordance with ASTM International D5813 – Type II (fully
deteriorated), (ASTM) F1216, ASTM F2019, and ASTM F1743 for the inversion
installation method with resin cured by exposure to heated water or using pull-in
place method with Glass Reinforced Plastic (GRP) cured by exposure to UV-light.
When cured, the CIPP lining shall be continuous and tight fitting.
1.2 CLIMATIC CONDITIONS
A. The CONTRACTOR is made aware that the Work may occur during the summer months
with temperatures exceeding 115 degrees F. The CONTRACTOR shall be prepared for
these conditions and alter catalyst, installation procedures, or provide protection from
detrimental exposure to adverse temperature consistent with the materials proposed for use.
B. Severe thunderstorms could occur that may increase volume of flow present within the
sewer system. The CONTRACTOR shall be prepared for these conditions and alter the
installation procedures and/or provide bypass pumping capabilities accordingly. The
CONTRACTOR shall be responsible for review of the weather forecast prior to
commencement of liner installation that restricts or impedes the flow capacity of the
sewer pipe being rehabilitated. When the anticipated weather conditions are such that the
resulting sewer flow may exceed upstream sanitary system storage volume or the
capacity of the bypass pumping system or otherwise adversely affect the CIPP liner
installation then the ENGINEER shall be informed, and the installation shall be delayed
until favorable weather is forecasted.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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1.3 EXPERIENCE RECORD OF THE CONTRACTOR
A. The CONTRACTOR shall provide to the satisfaction of the OWNER written
documentation from the CIPP lining manufacturer that the CONTRACTOR’s personnel
have been adequately instructed and trained in the installation procedures of the CIPP
liner process proposed. Such written documentation shall describe manufacturer’s
procedures for the installers, safety instructions, training program, identification, and
protocol of a course of action(s) in the event installation deviates from recommended
procedures and, if applicable, licensing policies.
B. The CONTRACTOR or it’s CIPP liner subconsultant, shall have successfully managed,
in addition to an experienced onsite superintendent possessing a minimum of 5,000 linear
feet of CIPP liner installation experience on projects utilizing similar materials,
installation techniques, and CIPP liner diameter like those proposed on this Project within
the previous three (3) years of the bid date of this project.
1.4 QUALITY ASSURANCE REFERENCES
A. This Technical Specification section contains references to the following documents. In
case of conflict between the requirements of this section and those of the listed documents,
the requirements of this section shall prevail.
1.
AASHTO Loading, American Association of State Highway and Transportation
Officials - Anticipated external load to be placed on the pipe.
2.
ASTM F412, Standard Terminology Relating to Plastic Piping Systems.
3.
ASTM F1216 (including Appendix XI): Standard Practice for Rehabilitation of
Existing Pipelines and Conduits by the Inversion and Curing of a Resin-
Impregnated Tube.
4.
ASTM F3240: Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by the Inversion and Curing of a Resin-Impregnated Tube.
5.
ASTM F3240: Standard Practice for Installation of Seamless Molded Hydrophilic
Gaskets (SMHG) for Long- Term Watertightness of Cured-in-Place Rehabilitation of
Main and Lateral Pipelines
6.
ASTM C58: Standard Practice for Determining Chemical Resistance of
Thermosetting Resins used in Glass-Fiber Reinforced Structures, Intended for Liquid
Service.
7.
ASCE MOP145: Design of Close Fit Liners for the Rehabilitation of Gravity Pipes
8.
ASTM F2019: Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by the Pulled in Place Installation of Glass Reinforced Plastic Using the
UV-Light Curing Method
9.
ASTM D543: Standard Practice for Evaluating the Resistance of Plastics to
Chemical Reagents.
10. ASTM D638: Standard Test Method for Tensile Properties of Plastics.
11. ASTM D790: Standard Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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12. ASTM D883: Standard Terminology Relating to Plastics. ASTM D1600
Standard Terminology for Abbreviated Terms Relating to Plastics.
13. ASTM D2990: Standard Tes Methods for Tensile, Compressive, and Flexural Creep
and Creep- Rupture of Plastics.
14. ASTM D5813: Standard Specification for Cured-in-Place Thermosetting Resin
Sewer Piping Systems.
15. ASTM D3039 / D3039M: Standard Test Method for Tensile Properties of Polymer
Matrix Composite Material.
16. ASTM E797: Standard Practice for Measuring Thickness by Manual Ultrasonic
Pulse-Echo Contact Method.
17. NASSCO: National Association of Sewer Service Companies
1.5 SUBMITTALS
A. The following Submittals shall be provided in accordance with Technical
Specification
Section 01330, Submittals:
1.
Shop drawings which detail short- and long-term properties (providing all
supporting test data) of all component materials, construction procedural
requirements for material for material handling, storage, sunlight control (if
applicable), temperature control (if applicable), and any other CIPP liner
handling/installation constraints.
2.
Submit contractor and liner manufacturer qualifications.
3.
Representative cured liner sample (1-foot in length) or sample plate for large
diameter (1-foot square) for each diameter size of the same resin and CIPP tube
components proposed for the project depicting the final quality of workmanship that
can be expected on this project.
4.
Structural CIPP liner calculations per the design parameters stated in paragraph 2.5.
CIPP liner calculations shall be professionally sealed by a Civil Engineer licensed in
the State of Arizona.
5.
10,000-hour third party, 50-year Flexural Creep Modulus test data. The test shall be
in accordance with ASTM D2990 at 10,000 hours. If results of a 10,000-hour tests
are not available, the CONTRACTOR shall use a minimum 50 percent reduction (50
percent retention) of Flexural Modulus of Elasticity (per ASTM F1216) for all
formula calculations.
6.
Independent laboratory test report(s) of CIPP sample(s) and tests as specified in
02148, paragraph 2.2 and 2.3. Chemical resistance and GRP/resin properties testing
shall be performed on a previously prepared sample of the finished product proposed
for the project. A Certified Affidavit, signed by an officer of the CIPP liner
installation company, shall be provided stating that the resin/GRP the test applies to,
and the resin/GRP submitted for this project are the same.
7.
Independent laboratory test report(s) of CIPP sample(s) and tests as specified in
paragraph 1.6.B. Testing shall be performed on prepared samples of the finished
product installed as part of this project. A copy of the completed Chain of Custody
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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form shall be submitted to the ENGINEER along with independent laboratory test
results.
8.
Detailed method(s), locations, and procedures, for creating a representative CIPP
sample on-site for independent laboratory testing.
9.
Certified Test Results for abrasion resistance in accordance with DIN EN 295-3 /
DIN 19565.
10. Certification from the manufacturer that the resin, carrier felt and CIPP tube
material(s) supplied complies with ASTM D5813 and meets the intended service
condition(s) set forth in this Technical Specification.
11. Manufacturer’s recommended installation procedures per ASTM F1216 and ASTM
F2019.
a.
If the “inversion” method is employed per ASTM F1216, provide maximum
inversion head (psi for air inversion, or feet of head for water inversion)
pressure and proposed method of monitoring/documenting pressures.
b.
If the “pull-in place” method is employed per ASTM F2019, provide maximum
blower air pressure and proposed method of monitoring/documenting pressures.
12. Cure information from the resin/GRP manufacturer for the properties of the
materials proposed for use on this project, including recommended method(s) of
application of heat/UV, the medium that initiates the curing process. Recommenced
step “cooking” temperatures and hours at each stage including maximum rate
(degrees per hour) of liner heating/cooling, target maximum temperature, duration
of target cure temperature, acceptable fluctuation in target temperature with
description of remedial actions to be taken if fluctuations occur, and the lower
target temperature when the controlled temperature curing process is terminated,
and the heated water is released from the liner interior or the UV light train is pulled
out. CONTRACTOR shall provide written plan for installation crew use in the
event manufacture recommended temperature is not attained in a portion of the liner.
13. Certification showing the CONTRACTOR is currently licensed by the appropriate
licensor to perform CIPP installation materials and processes proposed. Certification
shall be given to the ENGINEER before any materials are delivered to the job site.
14. A certified affidavit, signed by an officer of the installation Company, stating,
and certifying that the on-site superintendent has received proper training in the
manufacturer’s recommendations for CIPP liner installation methods and
procedures.
15. Proposed method of measuring dimensional size and height of observed defects and
an outline of specific repair or replacement procedures as recommended by the CIPP
manufacturer for defects that may occur in the installed liner. Potential defects
within the CIPP liner that cannot be repaired in-place shall be clearly defined by the
CONTRACTOR based on the manufacture’s recommendations shall be
accompanied by a compensation-in-lieu of repair proposal submitted to the OWNER
for potential consideration. Acceptance of the proposal shall not be binding on the
OWNER.
16. Certification stating CIPP tube has been manufactured in accordance with
ASTM F1216 and resin ASTM D5813 is suitable for its intended use.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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17. Certification stating CIPP GRP has been manufactured in accordance with ASTM
F2019 and ASTM D578 and is suitable for intended use.
18. Manhole connection (liner termination) detail and material proposed to seal any
annular space between the liner and host pipe. Sealing product manufacturer’s
literature and technical data for provided products. A preformed hydrophilic
expanding material, able to with-stand hydration and de-hydration cycles in sanitary
sewer service, shall be used between the liner and host pipe at all locations where the
CIPP enters and exits the pipe at manholes or similar access points
19. Warranty information and certificates.
20. Safety Data Sheets (SDS) for all hazardous chemicals used or expected to be on-
site. At a minimum, sheets for the resin, catalyst, cleaners, and repair agents should
be submitted.
21. Proposed equipment and installation methods for fiber optic cable
temperature monitoring system cable for documenting the wall temperature during
cure along the entire length of the CIPP liner being installed. CONTRACTOR shall
provide intended backup method(s) for temperature monitoring in the event of fiber
optic system failure.
22. Baseline resin spectrograph for resin material proposed.
23. 24-hour written notification of cure water release (if applicable).
24. Remote visual inspection video and reports as specified in paragraph 3.1.D for each
installation including pre-inspection, installation curing protocol and post-installation.
25. Contractor shall submit a repair plan to OWNER or ENGINEER should corrections
to the Work be required.
1.6 INSTALLED CIPP LINER QUALITY CONTROL
A. Affidavit Of Sample Authenticity:
1.
A certified affidavit, signed by a representative of the installation company, shall be
provided stating that the samples collected, and the samples submitted to the
laboratory for testing are the same and apply to the location intended.
B. Laboratory Test Sample:
1.
The CONTRACTOR shall prepare samples of the CIPP liner installed as part of this
project for subsequent testing of its physical properties. Previous test data will not be
acceptable. Samples shall be prepared and tested using the flat plate sampling or
clamped mold method in accordance with the procedures of ASTM F1216. The
sample will be constructed of the same materials (tube and resin/catalyst) as is used
for that given liner installation held in place by a suitable heat sink. The flat plate or
molded sample shall be large enough to provide five (5) sample specimens each.
a.
The CONTRACTOR shall prepare a redundant sample for potential use in the
event primary test samples are lost or damaged during transport. Redundant
samples shall be labeled, initialed, and dated by the ENGINEER, protected, and
retained by the CONTRACTOR until such time as acceptable liner test results
are received by the ENGINEER. The CONTRACTOR shall inform the
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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ENGINEER in the event redundant samples are to be sent to the testing
laboratory. The ENGINEER shall verify redundant samples identification prior
to shipment. CONTRACTOR shall obtain authorization from the ENGINEER
prior to disposal of redundant samples.
2.
The cured sample shall be sent to and tested by an independent testing laboratory, as
recommended by the CIPP liner manufacturer, and approved by the ENGINEER.
The CIPP liner samples taken shall be sent to an independent laboratory within three
(3) days of collection. The samples are to be signed by the ENGINEER and
accompanied by a completed Chain of Custody form. Results of laboratory testing
shall be submitted directly to the ENGINEER within three (3) working days of
receipt by the CONTRACTOR.
a.
Final payment for the CIPP liner installation will not be made until the test
results are received and approved by the ENGINEER. The CONTRACTOR
shall be responsible for any deviation from the specified physical properties and
those evaluated through testing. Failure to meet the specified physical properties
will result in the CIPP liner being considered defective work which will be
handled in accordance with MAG Section 106. The CONTRACTOR shall be
responsible for all costs associated with the testing of the liner’s physical
properties.
3.
Samples taken for testing shall be individually labeled and logged to record the
following:
a.
OWNER name.
b.
OWNER’s project number and project title.
c.
Unique sample number.
d.
Pipe segment number as noted on Drawings or Pipe Rehabilitation List.
e.
Date and time sample was taken.
f.
Name of CONTRACTOR.
g.
Date, location, and name of person by whom the sample was taken.
Updated copies of the test log shall be submitted to the ENGINEER at the regularly
scheduled coordination meeting.
4.
Test Sample Frequency: The above-stated sampling shall be performed for each
manufacturing lot of CIPP liner materials (per diameter size).
a.
A sample shall be taken every 3,000 lineal feet or one semi-trailer load of liner
whichever is less. The ENGINEER reserves the right to request the
CONTRACTOR to perform one (1) additional sample test for every 3,000
lineal feet or one semi-trailer load of liner whichever is less.
b.
If felt liner is saturated with resin on-site, sampling frequency shall be per each
pipe segment rehabilitated. The ENGINEER reserves the right to request the
CONTRACTOR to perform one (1) additional sample test per pipe segment
installed.
5.
Grounds For Installed Liner Rejection:
Grounds for rejection of installed CIPP liner include, but not limited to
the following:
a.
CIPP sample sent to a laboratory that is missing the ENGINEER’s signature.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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b.
CIPP samples missing the Chain of Custody form.
c.
Chain of Custody form missing information or signatures of all those who
handled or processed the sample, including the signature of the laboratory
Manager responsible for performing the quality control testing.
d.
Laboratory test result(s) do not meet minimum Technical Specification
requirements.
C. Sample Labeling:
Each liner tube sample shall be labeled with: CONTRACTOR Name, Date, Project
Name, OWNER’s Unique Pipe Identification Number, Host Pipe Diameter.
Documentation shall also include the following:
1.
Liner manufacturer’s name.
2.
Location of the liner manufacturer.
3.
Felt supplier.
4.
Resin supplier.
5.
Resin identification number.
6.
Resin weight – lbs/ft.
7.
GRP Supplier in case of UV cured-in place pipe
8.
Manufactured liner length both resin saturated felt “wet” and dry felt “dry”.
9.
Liner thickness.
10. Liner diameter.
11. Date of resin saturated into felt liner.
12. Unique identification number of liner.
7.
ASTM F2019 reference: Section 7, X2, X3, modified test procedure to ASTM D790
and ASTM D2990 for GRP-CIPP UV-cured liner. Prior to construction, the
CONTRACTOR shall submit certified type test reports of long-term and short-term
flexural modulus of elasticity, flexural strength (bending stress). Tested samples
shall meet the liner manufacturer's declared values or exceed the minimum values of
Table 1 shown in ASTM F2019.
1.7 CIPP LINER HANDLING:
A. The CONTRACTOR shall exercise adequate care during transportation, handling, and
installation to ensure the CIPP material is not torn, cut, or otherwise damaged. If any part
or parts of the CIPP material becomes torn, cut or otherwise damaged before or during
insertion, it shall be repaired or replaced in accordance with the manufacturer’s
recommendations and approval by the ENGINEER before proceeding further, and at the
CONTRACTOR's expense.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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1.8 WARRANTY
A. The work performed under this Project shall be warranted to be free from defects in
workmanship and material for a period of two (2) years from the date of Final Acceptance
by
the
OWNER.
If
the
OWNER
or
ENGINEER
determines
that
the
process/material/installation has failed during the warranty period, the CONTRACTOR
shall perform any and all repairs, including ancillary costs associated with performing the
repair at no additional cost to the OWNER.
B. The warranty period of any part of the Work repaired or replaced under the provisions of
the warranty shall be extended for one (1) additional year.
1.9 LINER MANUFACTURE INSPECTION
A. The CONTRACTOR /manufacturer of CIPP liner shall allow access to either the on-site
or remote liner wet-out facility to observe the manufacturing/saturation process of the
CIPP liner by the OWNER and/or the ENGINEER. The ENGINEER, while not acting as
quality control agent for the CONTRACTOR, shall be allowed to view and document
any portion of this contract work, including but not limited to verifying type and quantities
of resin used at any point during manufacturing/installation or performance of this work.
PART 2 - PRODUCTS
2.1 GENERAL
A. All materials and installation procedures provided by the CONTRACTOR for use in the
CIPP installation process shall be equal to or exceed the requirements of ASTM F2019,
ASTM F1216, and ASTM D2990.
B. The CONTRACTOR shall be responsible for control of all material and process variables
to provide a finished CIPP possessing the minimum properties specified in ASTM F1216
and ASTM 5813 or ASTM F2019 and D578 and/or supplemented herein.
2.2 COMPONENT PROPERTIES
A. Felt Carrier Material:
1.
The liner tube carrier material shall consist of one or more layers of flexible needled
felt or an equivalent non-woven and/or woven material meeting ASTM 1216 Section
5 or ASTM F1743 Section 5.2.1 and capable of carrying resin, withstanding
installation pressures, and curing temperatures, and is compatible with the resin
system used. The carrier material shall be fabricated to a size that, when installed,
will be tight fitting to the internal circumference of the existing sanitary sewer host
main. Allowances shall be made for circumferential stretching due to host pipe
manufacturing tolerances and/or extent of deterioration of existing pipe walls.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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2.
The minimum material length shall be that deemed necessary by the
CONTRACTOR to span the distance effectively and continuously from the inlet
interior wall face to the outlet interior wall face of the respective manholes, unless
otherwise specified. The CONTRACTOR shall verify the lengths in the field before
felt liner saturation and installation of the CIPP tube. Individual insertion runs may
be made over one or more manhole sections as determined in the field by the
CONTRACTOR and approved by the ENGINEER.
3.
Prior to insertion, the carrier material shall be free of all visible tears, holes, cuts,
foreign materials, and other defects.
4.
The CONTRACTOR shall provide manufacturer’s data on the maximum allowable
stresses and allowable elongation of the carrier material. Insertion forces imposed
shall not exceed the allowable stress of the material. The overall elongation of the
CIPP tube shall be measured after pull-in completion.
B. Resin:
1.
The resin system to be used shall be manufactured by an approved company selected
by the CIPP system manufacturer. Only corrosion resistant polyester or vinyl ester
resins shall be used.
2.
The resin used shall produce a properly cured-in-place pipe system appropriate for
conditions encountered, which will be resistant to abrasion caused by solids, grit,
and/or sand. The cured-in-place pipe system shall also be resistant to corrosion due
to acids and gases such as sulfuric acid, carbonic acid, hydrogen sulfide, methane,
and carbon monoxide. The cured-in-place pipe system utilized shall withstand the
corrosive effect of the existing residential, commercial, and industrial effluents,
liquids and/or gases.
3.
The physical properties stated in paragraph 2.3 apply to CIPP manufactured
polyester or vinyl ester resin. Resin shall be tinted for visibility and provide positive
indication of adequate liner wet-out. The CONTRACTOR shall not change resin
manufacturer or type without written approval obtained from the ENGINEER.
Written request shall be accompanied by manufacturer’s documentation per
Technical Specification Section 01330 – Submittals for approval prior to use.
C. Glass Reinforced Plastic:
1.
The manufacturer shall furnish a general-purpose polyester or vinyl ester ultra-violet
light curing resin and catalyst system compatible with the ultra-violet light curing
process that provides cured physical strengths specified herein if UV light is used for
curing.
2.
For Light-Cure products, the fiberglass shall be Environmentally Corrosive Resistant
(ECR) fiberglass and the finished ultra-violet light cured fiberglass pipe liner shall
be fabricated from materials which when complete are chemically resistant to and
will withstand internal exposure to domestic sewage and temperatures up to 150 F.
3.
All ultra-violet light cured-in-place fiberglass lining products shall comply with
ASTM F2019 or the intent thereof as determined by the Engineer, minimum finished
liner thickness as defined by design calculation.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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4.
The liner shall be provided with interior and exterior films to prevent resin migration
and contamination. Films shall be in accordance with ASTM F2019 and shall be a
styrene gas barrier. Inner films shall be fully removed during the installation process
unless it is a permanent part of the system and fabricated as an integral part of the
fabric tube by bonding or fusing. Exterior films shall block ultra-violet light.
5.
The interior and exterior films shall be free from tears, holes, cuts, foreign materials
and other surface defects.
6.
The layers of the cured CIPP shall he uniformly bonded. It shall not be possible to
separate any two layers with a probe or point of a knife blade so that the layers
separate cleanly or the probe or knife blade moves freely between the layers; nor
shall separation of the layers occur during testing performed under the requirements
of this specification.
D. CIPP Liner Tube:
1.
The CIPP tube shall be comprised of a carrier material, resin, and polyurethane,
polyethylene, or polypropylene coating(s) on its interior surface to protect the resin
from contaminate intrusion or loss of resin through migration. Any temporary
interior resin containment coatings or films shall be removed following CIPP tube
installation but prior to lateral seal installation (if present) at no additional cost to the
OWNER.
2.
The liner tube shall be fabricated to a diameter size that when installed will fit tightly
into the internal circumference of the existing sanitary sewer main without any
annular space between liner and walls of host pipe. Allowances shall be made in the
CIPP tube diameter sizing to allow for potential circumferential stretching due to
host pipe manufacture tolerances and/or deterioration of the host pipe walls.
3.
The minimum liner tube length shall be that deemed necessary by the
CONTRACTOR to span the distance effectively and continuously from the inlet to
the outlet of the respective manholes, unless otherwise specified. The
CONTRACTOR shall verify the lengths in the field before impregnation and
installation of the CIPP tube. Individual insertion runs may be made over one or more
manhole sections as determined by the CONTRACTOR.
4.
The CONTRACTOR shall measure the overall elongation of the CIPP tube after
installation completion and report to the ENGINEER immediately following
insertion. Summary of CIPP tube elongation shall be submitted per Technical
Specification Section 01330, Submittals.
5.
Prior to insertion, the CIPP liner tube shall be free of all visible tears, holes, cuts,
foreign materials, and other defects. The CONTRACTOR shall perform necessary
repairs according to CIPP tube manufacturer recommendations or replace the tube in
its entirety at no additional cost to the OWNER.
6.
CONTRACTOR shall submit according to Technical Specification Section 01330,
Submittals, the recommended step “cure” temperatures and hours at each stages
including maximum rate (degrees per hour) of liner heating/cooling, target
temperature, duration of target cure temperature, acceptable fluctuation in target
temperature with description of remedial actions to be taken if fluctuations occur,
CITY OF CHANDLER: Public Works and Utilities Department
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and target temperature when the controlled temperature curing process is terminated
and heated water or air is released from the liner interior.
E. CIPP Tube Dimensions:
1.
The CONTRACTOR shall make allowances in determining the felt tube length and
circumference for stretching during installation and shrinkage during curing. The
CONTRACTOR shall verify the lengths in the field before the felt tube is cut and
saturated. Individual installation runs may include one or more manhole-to- manhole
sections as approved by the ENGINEER.
2.
The CONTRACTOR shall determine the length of any dry tube, if any, that may be
necessary for the installation process proposed. OWNER shall not entertain
payment for excess CIPP length, including dry tube not saturated with resin.
3.
The diameter of the host pipe may be larger than the nominal inside diameter due to
corrosion of the existing host pipe. It is the CONTRACTOR’s responsibility to field
measure the diameter of existing host pipe and determine the required diameter of
the CIPP tube to produce a close-fit lining.
4.
“Minimum Design” thickness shall be the CIPP calculated thickness in accordance
with ASTM F1216 and D5813 for Type II fully deteriorated design loading,
rounded to the next manufacturer’s standard incremental thickness above the
minimum calculated design thickness. Calculations of liner thickness shall be
submitted to the ENGINEER according to Technical Specification Section 01330,
Submittals prior to installation.
a.
Unless otherwise specified to provide for excess resin migration, the gap
thickness of the wetting out equipment shall be sized to allow an excess of 5 to
10 percent (5-
10%) resin to pass during saturation. The measurement of liner thickness,
installed and cured, shall be determined at a minimum of three (3) locations cut
from a CIPP restrained liner sample, minus the thickness of any plastic coatings
or CIPP layers not included in the structural design of the CIPP, using a method
of measurement accurate to the nearest 0.005-mm.
5.
The nominal wall thickness shall be at least the final design thickness, or the
minimum specified, and may be up to fifteen percent (15%) greater except at the
locations where the felt layers overlap, in which case it may be in excess of this
value.
2.3 CHEMICAL RESISTANCE
A. The chemical resistance of the actual resin system used by the CONTRACTOR shall be
tested by the resin manufacturer in accordance with ASTM F1216, D543, or C581 as
applicable for heat/steam cured or with ASTM F2019 and D5813 for UV cured CIPP.
Exposure to the chemical solutions listed below shall result in a loss of not more than 20
percent of the initial physical properties when tested in accordance with ASTM C581 when
subjected to the following solutions:
CITY OF CHANDLER: Public Works and Utilities Department
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Chemical
Solution
Concentration (%)
Tap Water (pH 6-9)
100
Nitric Acid
5
Phosphoric Acid
10
Sulfuric Acid
10
Gasoline
100
Vegetable Oil
100
Detergent
0.1
Soap
0.1
B. The CONTRACTOR shall be responsible for all costs associated with the chemical
resistance tests. Proof of meeting these requirements shall be provided to the ENGINEER
for approval at least seven (7) days prior to commencement of work.
2.4 FINISHED AND CURED CIPP LINER PROPERTIES
A. The physical properties of the cured CIPP shall have minimum initial test values as given
in Table 1 of ASTM F1216 for resin impregnated felt tube and supplemented below in
Table 1. Properties for these or any other enhanced resins shall be substantiated with test
data.
Table 1: CIPP Liner Properties
Resin Saturated Felt Tube
Test Property
Test Value
Test Method
Flexural strength
5,000 psi, nnno
ASTM D790
Flexural modulus
250,000 psi
ASTM D790
50-year flexural creep modulus
150,000 psi
ASTM D2990
B. The physical properties of the cured CIPP shall have minimum initial test values as given
in Table 1 of ASTM F2019 for liner cured by UV light and supplemented below in Table
1. Properties for these or any other enhanced resins shall be substantiated with test data.
Table 1: CIPP Liner Properties
Resin Saturated Felt Tube
Test Property
Test Value
Test Method
Flexural strength
15,000 psi
ASTM D790
Flexural modulus
725,000 psi
ASTM D790
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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2.5 DESIGN CRITERIA
A. The liner thickness shall be designed in accordance with the procedures of ASTM F1216,
Appendix XI, ASTM D2990, ASTM 2019 (if UV cured), Appendix X1, and these
Technical Specifications. All material properties used in design calculations shall be
long-term (time-corrected) values. The CONTRACTOR shall familiarize itself with site
conditions when preparing liner design.
B. The CONTRACTOR shall calculate the required minimum CIPP liner thickness for each
pipe based on Section 2.2.E.4 of these Technical Specifications.
C. The following parameters shall be assumed for the liner design:
1.
Modulus of soil reaction, E's = 1,000 psi (fully deteriorated).
2.
Unit weight of soil = 140 pcf.
3.
The minimum ovality shall be 2.0 percent.
4.
AASHTO HS-20 Traffic loads.
5.
Safety Factor = 2.0.
6.
Groundwater from surface elevation to actual invert depth.
2.6 PAYMENT PENALTY / REDUCTION
A. A penalty will be assessed by the OWNER to the CONTRACTOR for payment on all
installed CIPP liners that do not meet or exceed the minimum CIPP wall thickness
requirements as stated in Technical Specification Section 02148 - paragraph 2.2.E.4.
Payment to the CONTRACTOR will be reduced on CONTRACTOR’s unit price per foot
payment for the total length of CIPP liner installed as measured from center of upstream
manhole to center of downstream manhole. Payment/reduction shall be based on the
following Table 2 – Payment Penalty / Reduction:
TABLE 2 - PAYMENT PENALTY / REDUCTION
Payment Penalty
(see note 1)
Installed Dry Cured Liner Thickness Below
Minimum Design (mm)
0%
0% up to and including 5%
10%
Greater than 5% up to and including10%
20%
Greater than 10% up to and including 20%
Rejected
Greater than 20%
Note 1 – Reduction in payment assessed in CONTRACTOR’s pay request to
2.7 HYDROPHILIC GASKET SEAL AT CIPP TERMINATION
A. The CONTRACTOR shall provide hydrophilic gasket seal at the CIPP liner
terminations per ASTM F3240. The gasket seal shall produce a watertight seal between
the host pipe and liner pipe at the manhole connection.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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2.8 CURE TEMPERATURE MONITORING
A. The CONTRACTOR shall provide equipment and fiber optic cable for monitoring the
CIPP liner wall temperature during cure along the entire length being installed. Sensor
technology shall be manufactured by Vortex Technology Group LLC of Houston, Texas
or approved equal.
B. Failure to submit temperature cure logs shall be grounds for rejection of installed liner.
PART 3 - EXECUTION
3.1 PREPARATORY PROCEDURES
A. Set-Up:
1.
Prior to CIPP installation, all necessary traffic control measures shall be put into
place in accordance with the City of Chandler Engineering & Design Standards
Manual for Public Works Construction Chapter 7 – Traffic Barricade Design and the
project General Conditions.
B. Sewer Cleaning:
1.
Prior to CIPP tube installation, the CONTRACTOR shall clean the existing sewer in
accordance with Technical Specification Section 02146, Sewer Pipe And Sewer
Structure Cleaning. The CONTRACTOR shall clear the existing sewer of
obstructions such as solids, any existing detached liner (if present), or
collapsed/offset pipe that will prevent or hinder CIPP liner installation. The
CONTRACTOR shall utilize techniques customized to the size and pipe
configuration such as, but not limited to man entry and/or a high-pressure water
spinning nozzle to ensure that the host pipe is free from any residual sediment, fats-
oils-grease (FOG), or accumulated debris prior to CIPP lining. A time lapse no
greater than 30 calendar days shall be allowed between initial host pipe cleaning and
liner installation. If there is greater time lapse, CONTRACTOR shall re-clean or do
touch up cleaning prior to installing the CIPP liner.
C. Sewer Bypassing And Dewatering:
1.
The CONTRACTOR shall be responsible for bypassing flow around their work and
dewatering sewer lines in accordance with the requirements of Technical
Specification Section 02145, Diversion of Sewage Flow and Dewatering.
D. Interior Pipe Verification:
1.
The interior of the sewer shall be inspected in accordance with Technical
Specification Section 02147, Remote CCTV Inspection of Existing and
Rehabilitated Sewers, or other means proposed by the CONTRACTOR to determine
the location of conditions, which may prevent proper installation of CIPP.
The CONTRACTOR shall furnish the cleaning CCTV and report to the ENGINEER
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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for host pipe segments that the CONTRACTOR determines existing conditions may
impact the final operation of the lined pipe, either grade or condition.
E. Offset Pipe Grade:
1.
The CONTRACTOR shall bring to the attention of the ENGINEER any offset in
pipe grade that is greater than five percent (5%) of the internal diameter for
authorization to install CIPP liner. Installation of CIPP tube prior to obtaining
authorization shall be grounds for CIPP liner rejection and non-payment.
F. Defective Lining Removal/Void Repair:
1.
The CONTRACTOR shall remove all deteriorated concrete and/or hanging, loose,
or otherwise defective lining/coatings that were previously installed but have failed
and that would adversely impact the profile of the CIPP liner. Once deteriorated
materials are removed, CONTRACTOR shall repair host pipe interior profile back to
original dimensions with approved material(s) prior to CIPP tube installation. The
CONTRACTOR shall bring to the OWNER’s attention area for potential repair
where evidence of structural strength deterioration has occurred, or voids are observed
behind the existing host pipe wall.
G. CIPP Liner Diameter Verification:
1.
The internal diameter of the existing host pipe may be larger (or smaller) than their
nominal size. It is the CONTRACTOR's responsibility to measure the actual inside
diameter of the sewer to determine the appropriate size of CIPP liner to use.
H. Pre-Constructon Site Condition Documentation:
1.
CONTRACTOR shall take pre-construction videos of work areas according to the
General Conditions and Technical Specification Section 02147, Remote CCTV
Inspection of Existing and Rehabilitated Sewers before beginning work. It shall be
the responsibility of the CONTRACTOR to review the video and bring it to the
attention of the ENGINEER any site conditions that are not conducive to the lining
system installation or its operations proposed. Once the CONTRACTOR has
reviewed the video and accepted the existing on-site conditions, it shall be the
responsibility of the CONTRACTOR to complete the work as proposed.
3.2 INSTALLATION METHODS
A. General:
This section is intended to provide the CONTRACTOR with general guidance on the
methods to be used to rehabilitate sewer pipe using the CIPP liner installation method.
Nothing contained herein shall relieve the CONTRACTOR from completing the pipe
rehabilitation in the most feasible, efficient, and safe manner.
1.
The CONTRACTOR shall designate the location where the CIPP felt tube would be
saturated with resin ("wet-out"). Locations shall be subject to approval by the
ENGINEER and applicable local agencies. The CONTRACTOR shall allow the
OWNER and/or ENGINEER to inspect the materials and "wet-out" procedure.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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2.
If the “wet-out” location is not at the project site, the saturated CIPP tube shall
be transported to the work site under controlled environmental conditions. Transport
vehicles shall include a tamper resistant, sealed temperature-recording device which
always records the temperature of the CIPP tube after leaving the wet-out site. The
CONTRACTOR shall decide when to transport the impregnated CIPP tube to the
site and when to commence insertion with respect to weather conditions.
3.
The CONTRACTOR shall conduct operations in accordance with applicable OSHA
standards, including but not limited to those safety requirements involving work on
an elevated platform and entry into a confined space. Make suitable precautions to
eliminate hazards to personnel near construction activities when pressurized air or
hot water is being used.
4.
The CONTRACTOR is responsible for obtaining construction / fire hydrant meters,
if necessary, and for paying all applicable deposit fees and water usage fees.
B. Pre-Installation:
1.
Prior to installation of the liner, the following activities are required to be completed:
a.
Receipt and approval of pre-installation Submittals by the ENGINEER.
b.
Verification of pipe condition and any obstructions by video inspection.
c.
Verification of existing laterals and location of services by flowing water, dye
test, or visually with a pan and tilt head camera or other means.
d.
Cleaning of sewer main (recorded on video).
e.
Perform required point repairs at pipe locations that would prevent or hinder
proper CIPP liner. The CONTRACTOR shall obtain approval for any point
repairs from the ENGINEER prior to proceeding with the liner installation. The
CONTRACTOR assumes all responsibility for CIPP tube quality and finished
pipe grade once installation begins if prior written notification is not received
and acknowledged by the ENGINEER.
f.
The CONTRACTOR is to ensure CIPP tube is free of all visible tears, holes,
cuts, foreign materials, and other defects.
C. Handling:
1.
The CONTRACTOR shall exercise adequate care during transportation, handling,
and installation to ensure the CIPP tube material(s) are not torn, cut, or otherwise
damaged. If any part or parts of the CIPP material becomes torn, cut or otherwise
damaged before or during insertion, it shall be repaired or replaced in accordance
with the manufacturer’s recommendations and approval by the ENGINEER before
proceeding further, and at the CONTRACTOR's expense.
D. Installation Process:
1.
No CIPP installations will be undertaken in weather conditions that could jeopardize
the installation of the CIPP or be detrimental to the long-term performance of the
CIPP. The liner will be installed by the inversion tube method as follows.
a.
INVERSION METHOD: The CIPP tube shall be saturated with a viscous
thermosetting resin and lowered into the insertion pit through an inversion tube.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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The inversion tube will then be inverted into the existing pipe by the
hydraulic weight of a column of water or by air pressure or by a combination of
a static head of water and air pressure which will invert and push the tube
through the existing sewer pipe inside out, while pressing the resin impregnated
side of the CIPP tube firmly against the inside walls of the existing host pipe.
The smooth coated side of the CIPP tube shall become the new interior surface
of the sewer pipe following inversion. The maximum inversion installation rate
shall be thirty (30) feet per minute or as recommended by the CIPP tube
manufacturer whichever is less. After the CIPP tube is inverted through the pipe
section, the CONTRACTOR shall cure the tube by heating the water by
circulating it through a boiler, where the hot water will cause the resin to
chemically react and harden or by introducing steam or a combination of
compressed air and steam to initiate the hardening cure process.
b.
PULLED IN PLACE METHOD: Resin impregnated glass fiber tube is pulled-
in place into an existing pipe using a winch followed by its inflation with
compressed air pressure to expand it firmly against the wall surface of the host
structure. The photo-initiated resin system in the tube is then cured by the
CONTRACTOR by exposing to ultraviolet (UV) light using a light train. CIPP
installation shall be in accordance with ASTM F2019. The light train for UV
curing shall be assembled according to the Manufacturer’s recommendations for
the sewer pipe and liner diameter. Cure the liner in accordance with the curing
protocol and submit record to the OWNER and ENGINEER. CONTRACTOR
shall obtain samples during installation in accordance with ASTM F2019 for
UV cured lining. Samples shall be taken in the presence of the OWNER or
ENGINEER. The protocol and recording shall include the following minimum
information – curing speed, lighting sources working and wattage, inner air
pressure, exothermic temperature, date and time, length of liner, location
installation.
E. Curing:
1.
The curing process shall be per ASTM F1216 or similar approach recommended by
the manufacturer and approved by the ENGINEER, to ensure that the liner design
physical properties are attained.
2.
For UV-cured CIPP lining the CONTRACTOR shall provide a curing control
protocol in accordance with Section 6.7.3 of ASTM F2019 for each installation. The
protocol shall include actual materials and equipment (e.g., light train) to be utilized
by the CONTRACTOR. The Liner Manufacturer shall approve the control protocol
in writing.
3.
The rate of temperature rise and fall during heating and cooling shall not exceed two
(2) degrees F per minute or manufacturer’s recommendation, whichever is slower.
CONTRACTOR shall submit per Technical Specification Section 01330, Submittals
the manufacturer recommendation for temperature control requirements during heat–
up, cure, recommended cure temperature, and length of time maintained at
recommended cure temperature, and maximum rate of cool down of temperature,
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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and temperature when heated water can be safely released from the tube without
detrimental CIPP tube shrinkage occurring.
F. Cure Temperature Monitoring:
1.
The CONTRACTOR shall monitor the temperature of the CIPP liner wall to verify
and document manufacturer recommended curing temperature has been achieved
for pipe
15-inches in diameter and larger. A temperature monitoring system shall be
placed between the host pipe and the liner in the bottom of the host pipe (invert) to
record the heating and cooling that takes place on the outside of the liner.
2.
The CONTRACTOR shall install and monitor temperature during the curing process
with system/equipment as follows:
a.
CIPP Liner in Pipe 15-inch Diameter and Larger: Fiber optic cable along the
entire length of CIPP liner in addition to point temperature sensors installed at
the upstream, downstream, and intermediate (if present) access manholes. The
monitoring shall be by a computer which can record the temperatures at this
interface throughout the processing of the CIPP utilizing a tamper-proof
database.
b.
Prior to installing the CIPP liner in the host pipe, the temperature monitoring
system’s function shall be confirmed by hooking it up to the computer and
seeing that the sensors are reporting ambient temperatures. No more than two
(2) sensors in sequence can be found faulty during this test. If three (3) or
more sensors in sequence are discovered faulty, a new sensor array shall be
pulled into the host pipe replacing the previously installed array; and the new
array shall be again tested for its proper function.
3.
As a secondary backup of liner cure temperature, the CONTRACTOR shall monitor
the temperature of the CIPP tube wall to verify manufacturer recommended curing
temperature has been achieved. Temperature sensors shall be placed at the upstream
and downstream ends of the reach being lined to monitor the pressurized liner (air or
water) temperature during the curing process. Temperature sensors shall be placed
between the host pipe and the CIPP tube in the bottom of the host pipe (invert) to
record the heating and cooling that takes place on the outside of the CIPP tube.
Additionally, sensors shall be strategically placed at points where a significant heat
sink is likely to be anticipated. The temperatures at these interfaces shall be
monitored by the CONTRACTOR throughout the curing of the CIPP tube.
G. Reinstatement Of Lateral Connections:
1.
It is the intent of this project that all service lateral connections be reopened.
2.
Service laterals shall be reopened to 100% of original lateral pipe diameter without
excavation, utilizing a remotely controlled cutting device, monitored by CCTV.
The cut liner shall have no jagged edges and shall be brushed smooth with a wire
brush. CONTRACTOR shall reinstate laterals back to a smooth finish with the
lateral opening free of debris or obstruction to flow. CONTRACTOR shall remove
any “coupons” that fall within laterals prior to performing a post-installation CIPP
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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CCTV. The CONTRACTOR shall certify they have a minimum of two (2) complete
working cutter units plus spare key components on the site before the insertion of the
liner. No additional payment shall be made for excavations for the purpose of
reopening connections unless previously approved by the ENGINEER prior to the
start of work. The CONTRACTOR is responsible for all costs and liability
associated with such excavations and restoration work.
H. Reinstatement Of Drop Sewer Connections:
1. The CONTRACTOR shall reinstate the opening of all vertical drop sewer
connections to 100% of original drop pipe diameter. CONTRACTOR shall
reinstate drop back to a smooth finish with the drop opening free of debris or
obstruction to flow.
I.
Release Of CIPP Cure Water:
1.
CONTRACTOR shall be responsible for notification and obtaining written
authorization from the OWNER operating the downstream wastewater treatment
facility prior to release of heated water into the sewer system. OWNER reserves the
right, but not limited to, requesting the CONTRACTOR to restrict the rate of release
of hot water into the waste stream so that elevated waste stream temperature do not
detrimentally impact any biological treatment process or equipment.
a.
The Cure temperature shall be monitored exterior to the liner utilizing
thermocouple sensors along with fiber optic temperature monitoring system.
Circulation cure water shall be cooled down to at least 100 degrees F before
releasing the hydrostatic head into the existing collection system further than
one (1) mile upstream of the water reclamation facility.
b.
Cure water temperature shall be cooled to 95 degrees F if the hydrostatic head
water is to be release within one (1) mile upstream of the water reclamation
facility unless prior authorization and/or alternative arrangements are obtained
from the OWNER.
c.
Ammonium Persulfate may be used to mitigate the presence of styrene in the
cure water. The CONTRACTOR shall comply with manufacturer’s
recommendations on quantity and safety and shall coordinate with the
downstream water reclamation facility prior to its use.
2.
The CONTRACTOR shall be responsible for all damages and pay all compliance
fines imposed onto the OWNER by State Regulatory Agencies for treatment
processes impacted by the release of heated water into the facility.
3.3 FINISHED PRODUCT
A. Finish:
1.
The finished CIPP shall be continuous over the entire length of an installation run. The
CONTRACTOR shall be responsible for control of all material and process variables
to provide a finished CIPP possessing the minimum properties specified in ASTM
F1216 and supplemented herein.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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2.
Defects such as foreign inclusions, dry spots, pinholes, delamination, seam
separation and wrinkling beyond the allowances stated in Technical Specification
paragraphs 3.3.A.3 and 3.3.A.5, or as determined by the ENGINEER as affecting the
integrity or strength of the CIPP, or as adversely affecting the hydraulic capacity of
the CIPP, shall be repaired, or replaced at the CONTRACTOR's expense.
3.
Wrinkles in the finished liner pipe which cause a backwater of one (1) inch or more or
reduce the hydraulic capacity of the pipe (wrinkles which exceed five (5) percent of
the pipe diameter) are unacceptable and shall be removed or repaired by the
CONTRACTOR at no additional cost to the OWNER. Wrinkles in the finished liner
pipe that reduce the structural stability of the pipe are unacceptable. If a void
between the wrinkle and the pipe exists, the CONTRACTOR shall repair or replace
that section of the pipe at no additional cost to the OWNER. Methods of repair shall
be proposed by the CONTRACTOR and submitted to the ENGINEER for review.
4.
Bumps or wrinkles shall be removed within ten (10) feet of a manhole insertion
and/or termination end to produce a smooth wall surface which allows for a proper
seal if a flow control plug installation is necessary in the future.
5.
Separations of liner seams in the finished liner pipe are unacceptable and shall be
removed or repaired by the CONTRACTOR at no additional cost to the OWNER. If
a separation of a liner seam exists, the CONTRACTOR shall repair or replace that
section of the CIPP tube at no additional cost to the OWNER. Methods of repair
shall be proposed by the CONTRACTOR and submitted to the ENGINEER for
approval.
6.
Longitudinal shrinkage of liner beyond the interior face of the manhole wall shall
be repaired. Proposed repair materials and procedures shall be submitted to the
ENGINEER for approval prior to commencement of repairs.
B. Manhole Connection:
1.
The CONTRACTOR shall provide a watertight seal at the sewer connection so that
no leakage of fluids may infiltrate between the liner and the existing sewer
surface/manhole. The cut liner shall have no jagged edges and shall be sanded
or brushed smooth. After the curing of CIPP liner is complete, the liner termination
ends shall be left in the manholes for a minimum of one (1) day to relieve longitudinal
forces created by liner shrinkage.
2.
CONTRACTOR shall install Fiber Reinforced Polymer (FRP) coating per Technical
Specification Section 02720, Fiber Reinforced Polymer (FRP)to provide a durable
surface and gas tight seal between the end(s) of the CIPP liner, through the manhole
trough, and up the throat section of the manhole base (if present) and connect into the
barrel section of the access manhole per the details in Design Drawings.
C. Vehicular Access:
1.
If required all hoses/pipes used for introducing water, air, and/or steam shall be
ramped during the inversion and curing process to allow for the ease of vehicular and
pedestrian traffic.
D. Hose Identification:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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1.
All hoses/pipes shall be color-coded for identification to prevent the use of
hoses/pipes used for water conveyance are not used for wastewater conveyance or
visa-versa. Any hose connected to a public water supply shall be at the discretion of
the OWNER and be equipped with an approved backflow prevention device.
E. Inspection:
1.
The CONTRACTOR shall inspect the CIPP after installation. The inspection will be
performed and recorded using remote visual television inspection equipment in
accordance with Technical Specification Section 02147, Remote CCTV Inspection
of Existing and Rehabilitated Sewers. If defects exist within the liner, the
CONTRACTOR shall repair or replace that section of liner at no additional cost to
the OWNER. Methods of repair shall be proposed by the CONTRACTOR and
submitted to the ENGINEER for review and approval prior to initiating repair work.
ENGINEER shall be notified a minimum of 24 hours prior to performing repair
work.
2.
The CONTRACTOR shall resubmit a final video showing a post inspection after the
liner issues have been addressed and approved.
F. Field Testing:
1.
Sampling and testing of materials: ASTM Standards
2.
CIPP Testing: ASTM F1216
G. Acceptance:
1.
Inspect CIPP tube by CCTV inspection per Technical Specification Section 02147,
Remote CCTV of Existing and Rehabilitated Sewers
2.
Visual inspection - Infiltration: NONE
3.
Defects: If ENGINEER deems the following:
a.
Repairable - repair defect per Paragraph 3.3.A.
b.
Not Repairable - remove and replace the CIPP tube at no additional cost to the
OWNER.
3.4 CLEANUP
A. Following inspection, the CONTRACTOR shall clean up the entire project area. The
CONTRACTOR shall dispose of all excess material and debris not incorporated into the
permanent installation off site.
3.5 WARRANTY
A. The CONTRACTOR shall CCTV per Technical Specification Section 02147, Remote
CCTV of Existing And Rehabilitated Sewers rehabilitated one (1) year following final
completion. A copy of the CCTV video records shall be submitted to the OWNER
according to Technical Specification Section 01330, Submittals. Procedures for repair of
liner defects identified shall be submitted to the OWNER for approval prior to
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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authorization to proceed. CCTV video investigation and repair of defects shall be at no
additional cost to the OWNER.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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SECTION 02220
DEMOLITIONS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required for demolitions, removal and disposal work.
2.
Included, but not limited to, are demolition and removals of existing materials,
equipment, or work necessary to install the work as shown on the drawings,
specified and required to connect same with existing work in an approved
manner. Demolition includes structural concrete, appurtenances, piping,
electrical and mechanical equipment, wiring and conduits, paving, curbs, walks,
fencing, and similar existing facilities.
3.
Demolitions and removals which may be specified under other Sections shall
conform to requirements of this Section.
4.
Pay for all landfill disposal fees.
1.2 SUBMITTALS
A. Schedule: Submit for approval proposed methods, equipment, and operating
sequences. Include coordination for shut-off, capping, temporary services,
continuation of utility services, and other applicable items to ensure no interruption
of OWNER'S operations.
B. Shop Drawings: Submit for approval the following:
1.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
C. CONTRACTOR shall submit electronic copies per Specification Section 01332,
Shop Drawing Procedures. Text shall be in electronic ASCII format. Drawings and
figures shall be in Version 2018 or newer AutoCAD ".dwg," or pdf ".pdf" format.
1.3 JOB CONDITIONS
A. Protection:
1.
Perform all demolition and removal Work to prevent damage or injury to
structures, occupants thereof and adjacent features which might result from
falling debris or other causes, and so as not to interfere with the use, and free
and safe passage to and from adjacent structures.
2.
Closing or obstructing of roadways, sidewalks, and passageways adjacent to the
Work by the placement or storage of materials will not be permitted, and all
operations shall be conducted with a minimum interference to traffic on these
ways.
3.
Erect and maintain barriers, lights, sidewalk sheds, and other necessary
protective devices.
4.
Repair damage to facilities to remain, or to any property belonging to the
OWNER or occupants of the facilities. Comply with requirements of
Specification Section 02230, CLEARING.
B. Scheduling:
1.
Carry out operations so as to avoid interference with OWNER'S operations and
work in the existing facilities.
C. Notification:
1.
At least 48 hours prior to commencement of a demolition or removal, notify
ENGINEER, in writing, of proposed schedule therefore. OWNER will inspect
the existing equipment and mark for identification those items which are to
remain the property of the OWNER. Do not start removals without the
permission of the ENGINEER.
D. Explosives:
1.
Do not bring explosives on site.
2.
Explosives are not approved.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
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PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 GENERAL
A. All materials and equipment removed from existing work, shall become the property
of CONTRACTOR, except for those which are designated on the drawings to be
“Salvaged”, “Reused”, or “Relocated” and those that the OWNER has identified and
marked for their use. The OWNER may identify the materials and equipment that
they want to keep during a site visit prior to the demolition work. All materials and
equipment marked by the OWNER to remain the property of the OWNER shall be
carefully removed by CONTRACTOR, so as not to be damaged, and shall be cleaned
and stored on or adjacent to the site in a protected place specified by the ENGINEER
or loaded onto trucks provided by the OWNER.
B. Dispose of all demolition materials, equipment, debris, and all other items not
marked by the OWNER to remain off the site and in conformance with all existing
applicable laws and regulations.
C. Pollution Controls: Use water sprinkling, temporary enclosures, and other suitable
methods to limit the amount of dust and dirt rising and scattering in the air to the
lowest practical level. Comply with governing regulations pertaining to
environmental protection.
1.
Do not use water when it may create hazardous or objectionable conditions such
as ice, flooding, and pollution.
2.
Clean adjacent structures, facilities, and improvements of dust, dirt, and debris
caused by demolition operations. Return adjacent areas to conditions existing
prior to the start of the Work.
D. Pavement Demolition:
1.
All asphalt and concrete pavement demolition shall terminate at cut edges. All
edges shall be linear and have a vertical cut face.
3.2 STRUCTURAL REMOVALS
A. Remove structures to the lines and grades shown on the Drawings, unless otherwise
directed by the ENGINEER. Where no limits are shown on the Drawings, the limits
shall be 4-inches outside the item to be installed. The removal of masonry beyond
these limits shall be at CONTRACTOR'S expense and these excess removals shall be
reconstructed to the satisfaction of the ENGINEER, with no additional compensation
to CONTRACTOR.
B. All concrete, brick, tile, concrete block, roofing materials, reinforcement, structural
or miscellaneous metals, plaster, wire mesh and other items contained in or upon the
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structure shall be removed and taken from the site, unless otherwise approved by the
ENGINEER. Demolished items shall not be used in backfill.
C. After removal of parts or all of masonry walls, slabs and like work which tie into the
Work or existing work, the point of junction shall be neatly repaired so as to leave
only finished edges and surface exposed.
D. Where new anchoring materials, including bolts, nuts, hangers, welds and reinforcing
steel, are required to attach the Work to the existing work they shall be included
under this Section, except where specified elsewhere.
3.3 MECHANICAL REMOVALS
A. Mechanical removals shall consist of dismantling and removing of existing piping,
equipment and other appurtenances as specified, shown, or required for the
completion of the Work. Mechanical removals shall include cutting, capping, and
plugging as required, except that the cutting of existing piping for the purpose of
making connections thereto will be included under Division 15, Mechanical.
B. Existing process, water, chemical, gas, fuel oil and other piping not required for the
Work shall be removed where shown on the Drawings or where it will interfere with
the Work. Piping not indicated to be removed or which does not interfere with the
Work shall be removed to the nearest solid support, capped and left in place.
Chemical and fuel lines and tanks shall be purged and made safe prior to removal or
capping. Where piping that is to be removed passes through existing walls, it shall
be cut off and properly capped on each side of the wall.
C. When underground piping is to be altered or removed, the remaining piping shall be
properly capped.
D. Any changes to potable water piping and other plumbing and heating system work
shall be made in conformance with all applicable codes and under the same
requirements as other underground piping. All portions of the potable water system
that have been altered or opened shall be pressure tested and disinfected in
accordance with Section 15050, Piping Systems, and Section 15051, Buried Piping
Installation, and local codes. Other plumbing piping and heating piping shall be
pressure tested only.
3.4 ALTERATIONS AND CLOSURES
A. Alterations shall conform with the Contract Documents, and the directions and
approvals of the ENGINEER.
B. Openings in existing concrete slabs, ceilings, masonry walls, floors and partitions
shall be closed and sealed as shown on the Drawings or otherwise directed by the
ENGINEER. The Work shall be keyed into the existing work in a manner approved
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by the ENGINEER. In general, use the same or matching materials as the existing
adjacent surface. The finished closure shall be a smooth, tight, sealed, permanent
closure acceptable to the ENGINEER.
3.5 CLEAN-UP
A. Properly remove from the site all debris resulting from the demolition operations as it
accumulates. Upon completion of the Work, all materials, equipment, waste, and
debris of every sort shall be removed and premises shall be left, clean, neat and
orderly. Comply with requirements of Section 02315, Structural Excavation and
Backfill, and Section 02230, Clearing.
++ END OF SECTION ++
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SECTION 02230
CLEARING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals required to perform all
clearing and grubbing as shown on the Drawings and specified.
B. The Work covered by this Section consists of removing and disposing of all trees,
stumps, bush, roots, shrubs, vegetation, logs, rubbish, and other objectionable
material from the site, as required to perform the Work.
1.2 QUALITY ASSURANCE
A. Codes and Standards: State and local laws and code requirements shall govern the
hauling and disposal of trees, shrubs, stumps, roots, rubbish, debris and other matter.
1.3 JOB CONDITIONS
A. Protection:
1.
Streets, roads, adjacent property and other works and structures shall be
protected throughout the entire Project. Return to original condition,
satisfactory to the ENGINEER, damaged facilities caused by CONTRACTOR'S
operations.
2.
Trees, shrubs, grassed and landscaped areas, which are to remain, shall be
protected by fences, barricades, wrapping or other methods as shown on the
Drawings, specified or approved by the ENGINEER. Equipment, stockpiles,
etc. shall not be permitted within tree branch spread. Trees shall not be removed
without approval of the ENGINEER, unless shown or specified.
B. Salvageable Improvements:
1.
Unless specified elsewhere, carefully remove items to be salvaged and store on
premises in approved location, all in accordance with recommendations of
specialists recognized in the Work involved.
1.4 GUARANTEE
A. Guarantee that Work performed under this Section will not permanently damage
trees, shrubs, turf or plants designated to remain, or other adjacent work or facilities.
If damage resulting from CONTRACTOR'S operations appears during the period up
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to 12 months after completion of the Project, replace damaged items, at no additional
cost to OWNER.
1.5 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
2.
CONTRACTOR shall submit hard copies and soft copy per Specification
Section 01332, Shop Drawing Procedures. Soft copies shall be in CD format and
shall include all information provided in hard copy. Text shall be in electronic
ASCII format. Drawings and figures shall be in Version 2018 or newer
AutoCAD ".dwg," or pdf ".pdf" format.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 CLEARING AND GRUBBING
A. Limits of clearing shall be all areas within the Contract limit lines, except as
otherwise shown on the Drawings. Damage outside these limits caused by
CONTRACTOR'S operations shall be corrected at CONTRACTOR'S expense.
B. Remove from the site and properly dispose of all trees, shrubs, stumps, roots, brush,
masonry, rubbish, scrap, debris, pavement, curbs, fences and miscellaneous other
structures not covered under other Sections as shown on the Drawings, specified or
otherwise required to permit construction of the Work. Comply with requirements of
Section 02220, Demolition.
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C. No cleared or grubbed material may be used in backfills or structural embankments.
Comply with requirements of Section 02315, Structural Excavation and Backfill.
D. CONTRACTOR to remove existing trash and concrete pile-up from site and dispose
them off to a safe location per the location per the local rules and regulations.
E. Burning on the site will not be allowed.
F. In order to avoid additional removal or damage, existing trees and shrubs shall be
trimmed as required. Trimmed or damaged trees shall be treated and repaired by
persons with experience in this specialty who are approved by ENGINEER. Trees
and shrubs intended to remain, which are damaged beyond repair or removed, shall
be replaced by CONTRACTOR at no additional cost to OWNER.
G. Control air pollution caused by dust and dirt, and comply with governing regulations.
3.2 TOPSOIL REMOVAL
A. Topsoil is defined as friable clay loam surface soil found in a depth of not less than
4- inches. Topsoil shall be substantially free of subsoil, clay lumps, stones, and other
objects over 2-inches in diameter, and without weeds, roots, and other objectionable
material.
B. Strip topsoil which is satisfactory to whatever depths are encountered, and in such
manner as to prevent intermingling with the underlying subsoil or other objectionable
material. Remove heavy growths of grass from areas before stripping.
1.
Where trees are shown on the Drawings or directed by the ENGINEER to be left
standing, stop topsoil stripping a sufficient distance from such trees to prevent
damage to the main root system.
C. Stockpile topsoil in storage piles in areas shown on the Drawings, or where otherwise
approved by ENGINEER. Construct storage piles to freely drain surface water.
Cover storage piles, if required, to prevent windblown dust.
D. Dispose of excess topsoil as waste material off site.
++ END OF SECTION ++
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SECTION 02315
STRUCTURAL EXCAVATION AND BACKFILL
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals required to perform all
excavating, backfilling, filling and grading, and disposing of earth materials as
shown on the Drawings, specified, and required for construction of manholes,
vaults, cast-in-place structures, structure foundations, and other structures and
facilities required to complete the Work in every respect.
2.
All necessary preparation of subgrade for slabs, foundations and pavements is
included.
3.
All temporary means required to prevent discharge of sediment to water courses
from dewatering systems or erosion are included.
4.
On-site excavated material will be classified for use as backfill material.
Excavation materials include all materials regardless of type, character,
composition, moisture, or condition thereof.
5.
Perform all earthwork as specified in this Section.
B. General: Native soils are generally suitable for use in grading fills but shall be
screened to remove cobbles 4-inches and larger, and shall have less than 50% passing
the No. 200 sieve. See more detailed gradation requirements in the relevant sections.
1.2 QUALITY ASSURANCE
A. Testing Services:
1.
General: Testing of materials, testing for moisture content during placement
and compaction of fill materials, and of compaction requirements for
compliance with technical requirements of these Specifications shall be
performed by a testing laboratory as designated in Section 01451, Testing
Laboratory Services Furnished by OWNER and Section 01452, Testing
Laboratory Services Furnished by CONTRACTOR.
2.
CONTRACTOR’S Testing Agency Scope:
a.
Test CONTRACTOR'S proposed materials in the laboratory and/or field
for compliance with these Specifications.
b.
Conduct gradation and plasticity testing on excavated spoils proposed for
backfill
c.
Perform field moisture content and density tests to assure that the specified
compaction of backfill materials has been obtained.
d.
Report all test results to the ENGINEER.
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3.
Authority and Duties of CONTRACTOR'S Testing Agency: Technicians
representing the testing laboratory shall inspect the materials in the field and
perform tests and shall report their findings to the ENGINEER and
CONTRACTOR. When the materials furnished or Work performed fails to
fulfill Specification requirements, the technician will direct the attention of the
ENGINEER and CONTRACTOR to such failure.
a.
The technician shall not act as foreman or perform other duties for
CONTRACTOR. Work will be checked as it progresses, but failure to
detect any defective Work or materials shall not in any way prevent later
rejection when such defect is discovered, nor shall it obligate the
ENGINEER for final acceptance. Technicians are not authorized to
revoke, alter, relax, enlarge, or release any requirements of the Contract
Documents, nor to approve or accept any portion of the Work.
4.
Responsibilities and Duties of CONTRACTOR:
a.
The use of testing services shall in no way relieve CONTRACTOR of the
responsibility to furnish materials and construction in full compliance with
the Contract Documents.
b.
To facilitate testing services:
1) Secure and deliver to the ENGINEER or to the testing agency, without
cost, preliminary representative samples of the materials he proposes
to use and which are required to be tested for verification.
2) Furnish such casual labor as is necessary to obtain and handle samples
at the Work site or at other sources of material.
3) Advise the ENGINEER'S testing agency at least two days in advance
of any backfill operations to allow for completion of quality tests and
for the assignment of personnel.
c.
CONTRACTOR'S Testing Service shall inspect and approve subgrades and
fill layers before further construction Work is performed thereon.
d.
Responsibility belongs to CONTRACTOR to accomplish the specified
compaction for backfill, fill, and other earthwork, and to control his
operations by confirmation tests to verify and confirm that
CONTRACTOR has complied, and is complying at all times, with the
requirements of these Specifications concerning compaction, control, and
testing.
e.
The frequency of CONTRACTOR'S confirmation tests shall be not less
than as follows; each test location for trenches shall include tests for each
layer, type, or class of backfill from bedding to finish grade.
1) Trenches for structures:
a)
In Open Fields: Four locations every 200 linear feet, each lift.
b) Along Dirt or Gravel Roads or Off Traveled Right-of-way: Four
locations every 200 linear feet, each lift.
c)
Crossing Paved Roads: Two locations along each crossing.
d) Under Pavement Cuts or Within Two Feet of Pavement Edges:
Two locations every 200 linear feet, each lift.
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e)
Compaction test shall be taken at least every 1 foot of total lift
and 20 feet lineally.
2) For structural backfill: On 10-foot intervals on all sides of the
structure for every compacted lift but no less than one per lift on each
side of the structure for structures less than 10-feet long on a side.
3) In embankment or fill: One per 250 square feet on every compacted
lift.
4) Base material: Four per 100 square feet on every compacted lift.
5) Footing Subgrade: For each strata of soil on which footings will be
placed, conduct at least one test to verify required design bearing
capacities. Subsequent verification and approval of each footing
subgrade may be based on a visual comparison of each subgrade with
related tested strata, when acceptable to ENGINEER.
6) Paved Areas and Building Slab Subgrade: Make at least one field
density test of subgrade for every 150 square feet of paved area or
building slab, but in no case less than three tests. In each compacted
fill layer, make one field density test for every 150 square feet of
overlaying building slab or paved area, but in no case less than three
tests.
7) Foundation Wall Backfill: Take at least six field density tests, at
locations and elevations as directed by the ENGINEER.
f.
Copies of the test reports shall be submitted promptly to the ENGINEER.
CONTRACTOR'S tests to be performed by a soils testing laboratory
acceptable to the ENGINEER.
g.
Demonstrate the adequacy of compaction equipment and procedures before
exceeding any of the following amounts of earthwork quantities:
1) 50 linear feet of trench backfill.
2) 5 cubic yards of structural backfill.
3) 100 cubic yards of embankment work.
4) 10 cubic yards of base material.
h.
Until the specified degree of compaction on the previously specified
amounts of earthwork is achieved, no additional earthwork of the same
kind shall be performed.
i.
Periodic compliance tests will be determined as needed by the ENGINEER
to verify that compaction is conforming to the requirements previously
specified, at no cost to OWNER. Remove the overburden above the level
at which the ENGINEER wishes to test and shall backfill and recompact
the excavation after the test is complete. CONTRACTOR to pay for third
party testing as directed by the ENGINEER. Testing quantity shall be
estimated at 20-percent of CONTRACTOR testing requirments.
j.
If compaction fails to conform to the specified requirements, remove and
replace the backfill at proper density or shall bring the density up to
specified level by other means acceptable to the ENGINEER. Subsequent
tests required to confirm and verify that the reconstructed backfill has been
brought up to specified density shall be paid by CONTRACTOR.
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CONTRACTOR'S confirmation tests to be performed in a manner
acceptable to the ENGINEER. Frequency of confirmation tests for
remedial Work shall be double that amount specified for initial
confirmation tests.
B. Permits and Regulations:
1.
Obtain all necessary permits for Work in roads, rights-of-way, railroads, etc.
Also, obtain permits as required by local, state and federal agencies for
discharging water from excavations.
2.
Perform excavation Work in compliance with applicable requirements of
governing authorities having jurisdiction.
C. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown on the Drawings or specified. Where the
requirements of more than one code or standard are applicable, the more restrictive
will govern. The codes that will be in effect at the completion of the design phase of
the project will be used.
1.
ASTM A 36/A 36M, Specification for Carbon Structural Steel.
2.
ASTM A 328/A 328M, Specification for Steel Sheet Piling.
3.
ASTM D 422, Method for Particle-Size Analysis of Soils.
4.
ASTM D 427, Test Methods for Shrinkage Factors of Soils by the Mercury
Method.
5.
ASTM D 698, Test Method for Laboratory Compaction Characteristics of Soil.
6.
ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by
the Sand-Cone Method.
7.
ASTM D 2166, Test Method for Unconfined Compressive Strength of Cohesive
Soils.
8.
ASTM D 2922, Test Methods for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth).
9.
ASTM D 4318, Test Method for Liquid Limit, Plastic Limit and Plasticity Index
of Soils.
10. AISC Specifications for the Design, Fabrication, and Erection of Structural Steel
for Buildings.
11. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650
(Subpart P - Excavations).
12. The Code of the City of Chandler, Arizona.
13. Uniform Standard Specifications for Public Work Construction by the Maricopa
Association of Governments (MAG) as supplemented by the City of Chandler,
Section 206, Structure Excavation and Backfill, Section 604, Placement of
Controlled Low Strength Material, Section 702, Base Materials, Section 725,
Portland Cement Concrete, Section 728, Controlled Low Strength Material.
Where there is a conflict between MAG Standard Specifications as
supplemented by the City of Chandler and this Specification, provisions of this
Specification shall govern.
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1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Excavation and Backfill Submittals:
a.
Excavation Plan: Prior to start of excavation operations, a written plan
shall be submitted to demonstrate compliance with OSHA Standard 29
CFR Part 1926.650. As a minimum, excavation plan shall include:
1) Name of competent person.
2) Excavation method(s) or protective system(s) to be used.
3) Copies of "Manufacturer's Data" or other tabulated data if protective
system(s) are designed on the basis of such data.
b.
Excavation and backfill requirements detailing sheeting and bracing, or
other protective system(s), dewatering systems, cofferdams, and
underpinning.
c.
Shop Drawings shall be prepared by a Registered Professional Engineer,
licensed in the State of Arizona, recognized as an expert in the specialty
involved. Drawings shall be submitted to ENGINEER for record purposes
only. Calculations shall not be submitted. Drawing submittals will not be
checked and will not imply approval by ENGINEER of the Work involved.
Sole responsibility for designing, installing, operating and maintaining
whatever system is necessary to satisfactorily accomplish all necessary
sheeting, bracing, protection, underpinning and dewatering belongs to
CONTRACTOR.
d.
Samples of all materials, including select backfill, general backfill, crushed
stone and sand shall be submitted to the ENGINEER and the testing
service. Samples of the proposed material shall be submitted at least 14
days in advance of its anticipated use.
2.
Test Reports:
a.
Testing laboratory shall submit copies of the following reports directly to
ENGINEER, with copy to CONTRACTOR:
1) Tests on borrow material.
2) Tests on footing subgrade.
3) Field density tests.
4) Optimum moisture - maximum density curve for each soil used for
backfill.
5) Tests of actual unconfined compressive strength or bearing tests of
each strata.
6) Reports of observations for conformance of borrow material to the
Project Geotechnical Report.
B. CONTRACTOR shall submit electronic copies per Specification Section 01332,
Shop Drawing Procedures.
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1.4 JOB CONDITIONS
A. Existing Structures: The Drawings show certain surface and underground structures
adjacent to the Work. This information has been obtained from existing records. It
is not guaranteed to be correct or complete and is shown on the Drawings for the
convenience of CONTRACTOR. Explore ahead of the required excavation to
determine the exact location of all existing structures. Structures shall be supported
and protected from damage by CONTRACTOR. If they are broken or damaged,
restore them immediately, at no additional cost to the OWNER.
B. Existing Utilities: Locate existing underground utilities in the areas of the Work. If
utilities are to remain in place, provide adequate means of protection during all
operations.
1.
Should uncharted or incorrectly charted piping or other utilities be encountered
during excavation, consult piping or utility owner and ENGINEER immediately
for directions as to procedure. Cooperate with OWNER and utility owner in
keeping services and facilities in operation. Repair damaged utilities to
satisfaction of utility owner.
2.
Do not interrupt existing utilities serving facilities occupied and used by
OWNER or others, except when permitted in writing by ENGINEER and then
only after acceptable temporary utility services have been provided.
3.
Demolish and completely remove from site existing underground utilities
indicated to be removed. Coordinate with utility companies for shut-off of
services if lines are active.
C. Use of Explosives:
1.
The use of explosives will not be permitted.
2.
Do not bring explosives onto site or use in the Work without prior written
permission from authorities having jurisdiction. Provide copy of authorization
to ENGINEER. Sole responsibility for handling, storage, and use of explosive
materials when their use is permitted belongs to CONTRACTOR.
D. Protection of Persons and Property: Barricade open excavations occurring as part of
the Work and post with warning lights. Operate warning lights during hours from
dusk to dawn each day and as otherwise required.
1.
Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout and
other hazards created by earthwork operations.
E. Dust Control: Conduct all operations meeting the requirements specified in Section
01414, Earthmoving and Dust Control.
F. Roadways and Walks: Unless otherwise approved by ENGINEER, excavated
material and materials of construction shall be so deposited, and the Work shall be so
conducted, as to leave open and free for pedestrian traffic all crosswalks, and for
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vehicular traffic a roadway not less than ten feet in width. All hydrants, valves, fire
alarm boxes, letter boxes, and other facilities which may require access during
construction shall be kept accessible for use. During the progress of the Work,
maintain such crosswalks, sidewalks, and roadways in satisfactory condition and the
Work shall at all times be so conducted as to cause a minimum of inconvenience to
public travel, and to permit safe and convenient access to private and public property
along the line of the Work.
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A. Select Backfill:
1.
Select backfill for use beneath concrete slabs, cast-in-place concrete structures,
manholes, asphaltic pavements and building foundations shall be crushed
aggregate base course conforming to MAG Section 702 and meet the physical
properties listed in Table 702-1, Aggregate Base Coarse. The depth of select
backfill shall be a minimum of 12-inches unless shown otherwise on the
Drawings.
B. Backfill and Fill Materials:
1.
Materials acceptable for use as backfill against walls, manholes, foundations,
and other structures shall be stockpiled native sandy clay or granular soils
obtained from on-site excavations and which are uniformly mixed, contain no
organic matter, nor contain rocks or fragments greater than 4-inches in size, nor
have greater than 50-percent passing the 200 sieve. The maximum expansion of
on-site materials shall be 1-percent as performed on a sample remolded to
approximately 100-percent of the maximum dry density as determined in
accordance with ASTM D 698 at two percent below optimum moisture content
under a 100-psf surcharge pressure.
2.
Backfill and fill materials from off-site sources shall consist of silty or clayey
sandy soils which are uniformly mixed, contain no roots, branches, or other
evident organic or deleterious matter and which have a Plasticity Index less than
fifteen when tested in accordance with ASTM D 4318. The maximum particle
size of imported soils or native fill shall be 4-inches with a grading required to
provide compaction without nesting. The maximum expansion of off-site
materials shall be 1-percent as performed on a sample remolded to
approximately 100-percent of the maximum dry density as determined in
accordance with ASTM D 698 at two percent below optimum moisture content
under a 100-psf surcharge pressure.
3.
All materials for use as backfill and fill material shall be tested by the laboratory
and approved by the ENGINEER.
4.
CONTRACTOR to take sample of excavated material and determine soil
properties. If on-site material is determined to be unsuitable as determined by
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the ENGINEER, select backfill or approved off-site backfill and fill materials
shall be used.
5.
Fill adjacent to structures is classified as backfill to a distance measured
horizontally from the structure that is equal to the depth from the finished grade.
Outside these limits the fill is classified as fill, unless otherwise specified.
6.
Demolition spoils or materials shall not be used as or mixed with backfill
material.
C.
C. Fill Material for Embankments.
1.
Fill materials for use as embankments, and as miscellaneous landscaping
materials exterior to plant facilities, shall consist of soils obtained from on-site
excavations or off-site sources that are uniformly mixed, contain no organic
material, rocks or fragments greater than 3-inches in size.
2.
All materials for use as described above shall be tested by the laboratory and
approved by the ENGINEER prior to use.
D. Pipe Bedding and Pipe Backfill:
1.
Refer to Specification 15051.
PART 3 - EXECUTION
3.1 INSPECTION
A. Provide ENGINEER with sufficient notice and with means to examine the areas and
conditions under which excavating, filling, and grading are to be performed.
ENGINEER will notify CONTRACTOR if conditions are found that may be
detrimental to the proper and timely completion of the Work. Do not proceed with
the Work until unsatisfactory conditions have been corrected in an acceptable
manner.
3.2 SITE PREPARATION
A. Clear all areas to be occupied by permanent construction or embankments of all
trees, brush, roots, stumps, logs, wood and other materials and debris. Clean and
strip subgrades for fills and embankments of vegetation, sod, topsoil and organic
matter. All waste materials shall be removed from site and properly disposed of by
CONTRACTOR. Burning is not to be permitted. Refer to and comply with the
requirements of Section 02230, Clearing.
3.3 EXCAVATION
A. Perform all excavation required to complete the Work as shown on the Drawings,
specified and required. Excavations shall include earth, sand, clay, gravel, hardpan,
boulders not requiring drilling and blasting for removal, decomposed rock,
pavements, rubbish and all other materials within the excavation limits, except rock.
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B. Excavations for structures shall be open excavations. Provide excavation protection
system(s) required by ordinances, codes, law and regulations to prevent injury to
workmen and to prevent damage to new and existing structures or pipelines. Unless
shown on the Drawings or specified otherwise, protection system(s) shall be utilized
under the following conditions.
1.
Excavation Less Than Five Feet Deep: Excavations in stable rock or in soil
conditions where there is no potential for a cave-in may be made with vertical
sides. Under all other conditions, excavations shall be sloped and benched,
shielded, or shored and braced.
2.
Excavations More Than Five Feet Deep: Excavations in stable rock where there
is no potential for a cave-in may be made with vertical sides. Under all other
conditions, excavations shall be sloped and benched, shielded or shored and
braced.
3.
Excavation protection system(s) shall be installed and maintained in accordance
with drawings submitted under Article 1.3, above.
C. Where the structure is to be placed below the ground water table, well points,
cofferdams or other acceptable methods shall be used to permit construction of said
structure under dry conditions. Dry conditions shall prevail until concrete has
reached sufficient strength to withstand earth and hydrostatic loads. In addition,
protect excavation from flooding until all walls and floor framing up to and including
grade level floors are in place and backfilling has begun. Water level shall be
maintained below top of backfill at all times.
D. Pumping of water from excavations shall be done in such a manner to prevent the
carrying away of unsolidified concrete materials, and to prevent damage to the
existing subgrade.
E. The elevation of the bottom of footings shown on the Drawings shall be considered
as approximate only and ENGINEER may order such changes in dimensions and
elevations as may be required to secure a satisfactory footing. All structure
excavations shall be hand-trimmed to permit the placing of full widths, and lengths
of footings on horizontal beds. Rounded and undercut edges will not be permitted.
F. When excavations are made below the required grades, without the written order of
ENGINEER, they shall be backfilled with select backfill material, as directed by
ENGINEER, at the expense of CONTRACTOR.
G. Excavations shall be extended sufficiently on each side of structures, footings, etc., to
permit setting of forms, installation of shoring or bracing or the safe sloping of
banks.
H. Subgrades for roadways and structures shall be firm, dense, and thoroughly
compacted and consolidated; shall be free from mud, muck, and other soft or
unsuitable materials; and shall remain firm and intact under all construction
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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operations. Subgrades which are otherwise solid, but which become soft or mucky
on top due to construction operations, shall be reinforced with select backfill
material. The finished elevation of stabilized subgrades shall not be above subgrade
elevations shown on the Drawings. Proof roll all subgrades prior to placing of select
fill and general fill material.
I.
Material Storage: Stockpile satisfactory excavated materials in approved areas, until
required for backfill or fill. Place, grade and shape stockpiles for proper drainage.
1.
Locate and retain soil materials away from edge of excavations.
2.
Dispose of excess soil material and waste materials as specified hereinafter.
3.
Stockpiled excavated soils for use as subsequent fill shall be classified by
laboratory as on-site granular or sandy clay soils. Use and placement of fill
shall be performed as specified for each class.
4.
Excess soil from excavations shall be disposed of off-site. Disposal shall be in
accordance with state and local regulatory requirements.
J.
Where ENGINEER considers the existing material beneath the bedding material
unsuitable, CONTRACTOR shall remove same and replace it with select backfill.
3.4 UNAUTHORIZED EXCAVATION
A. All excavation outside the lines and grades shown on the Drawings, and which is not
approved by ENGINEER, together with the removal and disposal of the associated
material shall be at CONTRACTOR'S expense. Unauthorized excavations shall be
filled and compacted with select backfill by CONTRACTOR at their expense.
3.5 DRAINAGE, EROSION CONTROL AND DEWATERING
A. Erosion Control:
1.
In general, the construction procedures outlined herein shall be implemented to
assure minimum damage to the environment during construction. Take any and
all additional measures required to conform to the requirements of applicable
codes and regulations and the requirements specified in Section 01412,
Stormwater Pollution Prevention Plan and Permit.
2.
Whenever possible, access and temporary roads shall be located and constructed
to avoid environmental damage. Provisions shall be made to regulate drainage,
avoid erosion and minimize damage to vegetation.
3.
Where areas must be cleared for storage of materials or temporary structures,
provisions shall be made for regulating drainage and controlling erosion, subject
to the ENGINEER'S approval.
4.
Temporary measures shall be applied to control erosion and to minimize the
silting of the existing waterways, and natural ponding areas. Such measures
shall include, but are not limited to, the use of berms, baled straw silt barriers,
gravel or crushed stone, mulch, slope drains and other methods. These
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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temporary measures shall be applied to erodible materials exposed by any
activities associated with the construction of this Work.
a.
Special care shall be taken to eliminate depressions that could serve as
mosquito pools.
b.
Temporary measures shall be coordinated with the construction of
permanent drainage facilities and other Work to the extent practicable to
assure economical, effective, and continuous erosion and silt control.
c.
Provide special care in areas with steep slopes. Disturbance of vegetation
shall be kept to a minimum to maintain stability.
5.
Remove only those shrubs and grasses that must be removed for construction.
Protect the remainder to preserve their erosion-control value.
6.
Install erosion and sediment control practices where shown on the Drawings and
according to applicable standards, codes and specifications. The practices shall
be maintained in effective working condition during construction and until the
drainage area has been permanently stabilized.
7.
Mulching to be used for temporary stabilization.
a.
Suitable Materials for Mulching:
1) Unrotted straw or salt hay: 1-1/2 to 2 tons/acre.
2) Asphalt emulsion or cutback asphalt: 600 to 1200 gal. /acre.
3) Wood-fiber or paper-fiber (hydroseeding): 1500 lbs./ acre.
4) Mulch netting (paper, jute, excelsior, cotton or plastic).
b.
Straw or salt hay mulches should be immediately anchored using peg and
twine netting or mulch anchoring tool or liquid mulch binders.
8.
After stabilization, remove all straw bale dikes, debris, etc., from the site.
9.
In the event of any temporary Work stoppage, take steps any temporary or
environmental damage to the area undergoing construction.
10. In the event CONTRACTOR repeatedly fails to satisfactorily control erosion
and siltation, the OWNER reserves the right to employ outside assistance or to
use its own forces to provide the corrective measures indicated. The cost of
such work, plus engineering costs, will be deducted from monies due
CONTRACTOR.
11. Prevent blowing and movement of dust from exposed soil surfaces and access
roads to reduce on and off-site damage and health hazards. Control may be
achieved by irrigation in which the site shall be sprinkled with water until the
surface is moist. The process shall be repeated as needed.
B. Drainage and Dewatering:
1.
Provide and maintain adequate drainage and dewatering equipment to remove
and dispose of all surface water and ground water entering excavations, or other
parts of the Work. Each excavation shall be kept dry during subgrade
preparation and continually thereafter until the structure to be built, therein is
inspected by the ENGINEER and backfill operations have been completed and
approved.
a.
The different working areas on the site shall be kept free of surface water at
all times. Install drainage ditches and dikes and shall perform all pumping
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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and other Work necessary to divert or remove rainfall and all other
accumulations of surface water from the excavations and fill areas. The
diversion and removal of surface water shall be performed in a manner that
will prevent the accumulation of water behind temporary structures or at
any other locations within the construction area where it may be
detrimental.
b.
Water used for working or processing, resulting from dewatering
operations, or containing oils or sediments that will reduce the quality of
the water downstream of the point of discharge, shall not be directly
discharged. Such waters shall be diverted through a settling basin or filter
before being discharged.
c.
Responsibility belongs to CONTRACTOR for the condition of any pipe,
conduit or channel used for drainage purposes and all such pipes, conduits
or channels shall be left clean and free of sediment.
d.
Remove water from excavations as fast as it collects.
2.
Provide, install and operate sufficient trenches, sumps, pumps, hose, piping,
well points, deep wells, etc., necessary to depress and maintain the ground water
level below the base of the excavations during all stages of construction
operations. The ground water table shall be lowered in advance of excavation,
for a sufficient period of time so as to permit dewatering of fine grain soils, and
maintained two feet below the lowest subgrade excavation made until the
structure has sufficient strength and weight to withstand horizontal and vertical
soil and water pressures from natural ground water. The system shall be
operated on a 24-hour basis and standby pumping facilities and personnel shall
be provided to maintain the continued effectiveness of the system. If, in the
opinion of the ENGINEER, the water levels are not being lowered or maintained
as required by these Specifications, install additional or alternate dewatering
devices as necessary, at no additional cost to the OWNER.
a.
Elements of the system shall be located so as to allow a continuous
dewatering operation without interfering with the construction of the
permanent Work. Where portions of the dewatering system are located in
the area of permanent construction, submit details of the methods he
proposes to construct the permanent Work in this location for the approval
of the ENGINEER. Controls of ground water shall continue until the
permanent construction provides sufficient dead load to withstand the
hydrostatic uplift of the normal ground water, until concrete has attained
sufficient strength to withstand earth and hydrostatic loads, and until all
waterproofing Work has been completed. Dispose of all water removed
from the excavation in such a manner so as not to endanger any portion of
the Work under construction or completed. Convey water from the
excavations in a closed conduit. Before discontinuing dewatering
operations or permanently permitting the rise of the ground water level,
computations shall be made to show that any structure affected by the
water level rise is protected by backfill or other means to sustain uplift.
Use a safety factor of 1.25 when making these computations.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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b.
Dewatering operations shall not be discontinued without the prior
authorization of the ENGINEER.
c.
Design of dewatering system, including both drawings and calculations,
shall be performed by a Registered Professional Engineer in the State of
Arizona and shall be employed by CONTRACTOR. Dewatering system
shall be designed so as to avoid settlement or damage to existing structures
and utilities.
C. Disposal of Water Removed by Dewatering System:
1.
CONTRACTOR'S Dewatering System will discharge to on-site storm drain
system in accordance with State and Federal regulations.
2.
Dispose of all water removed from the excavation in such a manner as not to
endanger public health, property, or any portion of the Work under construction
or completed.
3.
Dispose of water in such a manner as to cause no inconvenience to OWNER,
ENGINEER, or others involved in Work about the site.
4.
Convey water from the construction site in a closed conduit. Do not use trench
excavations as temporary drainage ditches
5.
Meter the quantity of water discharged in a manner acceptable to the Arizona
Department of Water Resources.
6.
The discharged water from the Dewatering System shall be purchased from the
Arizona Department of Water Resources at the prevailing rate.
3.6 SHEETING, SHORING AND BRACING FOR STRUCTURE EXCAVATIONS
A. General:
1.
Used material shall be in good condition, not damaged or excessively pitted. All
steel or wood sheeting designated to remain in place shall be new. New or used
sheeting may be used for temporary work.
2.
All timber used for breast boards (lagging) shall be new or used, meeting the
requirements for Douglas Fir Dense Construction grade with a bending strength
not less than 1500 psi or Southern Pine No. 2 Dense.
3.
All steel work for sheeting, shoring, bracing, cofferdams etc., shall be designed
in accordance with the provisions of the "Specifications for the Design,
Fabrication and Erection of Structural Steel for Buildings", of the AISC except
that field welding will be permitted.
4.
Steel sheet piling shall be manufactured from steel conforming to ASTM A
328/A 328M. Steel for soldier piles, wales and braces shall be new or used and
shall conform to ASTM A 36/A 36M.
5.
Maintain shoring and bracing in excavations regardless of time period
excavations will be open. Carry down shoring and bracing as excavation
progresses.
6.
Unless otherwise shown on the Drawings, specified, or ordered, all materials
used for temporary construction shall be removed when Work is completed.
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PROJECT NAME:
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Such removal shall be made in a manner not injurious to the structure or its
appearance or to adjacent Work.
7.
Provide permanent steel sheet piling or pressure creosoted timber sheet piling
wherever subsequent removal of sheet piling might permit lateral movement of
soil under adjacent structures. Cut off tops as required, but at least three feet
below grade, and leave permanently in place.
8.
The clearances and types of the temporary structures, insofar as they affect the
character of the finished Work, and the design of sheeting to be left in place,
will be subject to the approval of ENGINEER; but responsibility for the
adequacy of all sheeting, shoring, bracing, coffer-damming, etc., belongs to
CONTRACTOR.
9.
Safe and satisfactory sheeting, shoring and bracing shall be the entire
responsibility of CONTRACTOR.
10. All municipal, County, State and Federal ordinances, codes, regulations and
laws shall be observed.
B. Removal of Sheeting and Bracing:
1.
Remove sheeting and bracing from excavations, unless otherwise directed in
writing by ENGINEER. Removal shall be done so as to not cause injury to the
Work. Removal shall be equal on both sides of excavation to ensure no unequal
loads on pipe or structure.
2.
Defer removal of sheeting and bracing, where removal may cause soil to come
into contact with concrete, until the following conditions are satisfied:
a.
Concrete has cured a minimum of seven days.
b.
Wall and floor framing up to and including grade level floors are in place.
3.7 TRENCH SHIELDS
A. Excavation of earth material below the bottom of a shield shall not exceed the limits
established by ordinances, codes, laws and regulations.
B. When using a shield for the installation of structures, the bottom of the shield shall
not extend below the top of the bedding for the structures.
C. When a shield is removed extreme care shall be taken to prevent damage to the
structures or the disturbance of the bedding for structures. Structures that are
disturbed shall be removed and reinstalled as specified.
3.8 PLACEMENT OF FILL AND BACKFILL
A. General:
1.
All select backfill and backfill required for structures, provide the finished
grades shown on the Drawings and as described herein shall be furnished,
placed and compacted by CONTRACTOR.
CITY OF CHANDLER: Public Works and Utilities Department
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2.
Backfill excavations as promptly as Work permits, but not until completion of
the following:
a.
Acceptance by the ENGINEER of construction below finish grade,
including damp proofing, waterproofing and perimeter insulation.
b.
Inspection, testing, approval, and recording of locations of underground
duct banks.
c.
Removal of concrete formwork.
d.
Removal of shoring and bracing, and backfilling of voids with satisfactory
materials.
e.
Removal of trash and debris.
3.
Fill containing organic materials or other unacceptable material shall be
removed and replaced with approved fill material as specified.
B. Placement of Select Backfill, Backfill and Fill:
1.
Select backfill shall be placed to the grades shown on the Drawings. The lift
thickness and compaction moisture content range given herein are approximate.
These values shall be finally determined from the laboratory test results on the
fill materials. Testing requirements shall be as specified in Paragraph 3.8.E.,
below.
2.
All select backfill shall be placed in horizontal loose lifts, not exceeding 8-
inches in thickness, and shall be mixed and spread in a manner assuring uniform
lift thickness after placing. Each lift shall be compacted by not less than two
complete coverage’s of the specified compactor. Select backfill shall be placed
to the underside of all concrete slabs. The fill material shall extend a minimum
of 16-inches outside the face of each structure and be a minimum thickness as
specified in Paragraph 2.1.A. The maximum slope of select backfill to the
subgrade shall be one vertical to one horizontal.
3.
Backfill and fill around and outside of structures and over select backfill shall be
deposited in layers not to exceed 8-inches in uncompacted thickness and
mechanically compacted, using platform type tampers. Compaction of
structures backfilled by rolling will be permitted provided the desired
compaction is obtained and damage to the structure is prevented. Compaction
of select backfill and/or backfill by inundation with water will not be permitted.
All materials shall be deposited as specified herein and as shown on the
Drawings.
4.
The material shall be placed at a moisture content and density as specified under
Paragraph 3.8.E., below. Provide equipment capable of adding measured
amounts of water to the backfill and/or select backfill material to bring it to a
condition within the range of the required moisture content. Provide equipment
capable of discing, aerating, and mixing the soil to ensure reasonable uniformity
of moisture content throughout the fill material and to reduce the moisture
content of the borrow material by air drying, if necessary. If the subgrade or lift
of earth material must be moisture conditioned before compaction, the fill
material shall be sufficiently mixed or worked on the subgrade to ensure a
uniform moisture content throughout the lift of material to be compacted.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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Materials at moisture content in excess of the specified limit shall be dried by
aeration or stockpiled for drying.
5.
No backfill or fill material shall be placed when free water is standing on the
surface of the area where the fill is to be placed. No compaction of fill will be
permitted with free water on any portion of the fill to be compacted. No fill
shall be placed or compacted in a frozen condition or on top of frozen material.
Any fill containing organic materials or other unacceptable material previously
described shall be removed and replaced with approved fill material prior to
compaction.
6.
Compaction shall be performed with equipment suitable for the type of fill
material being placed. Select equipment that is capable of providing the
minimum density required by these Specifications. Hand operated compacting
equipment shall be used within a distance of ten feet from the wall of any
completed below grade structure. Equipment shall be provided that is capable
of compacting in restricted areas next to structures and around piping. The
effectiveness of the equipment selected shall be tested at the commencement of
compacted fill Work by construction of a small section of fill within the area
where fill is to be placed. If tests on this section of fill show that the specified
compaction is not obtained, increase the amount of coverages, decrease the lift
thicknesses and/or obtain a different type of compactor.
7.
Levels of backfill against concrete walls shall not differ by more than two feet
on either side of walls, unless walls are adequately braced or all floor framing is
in place up to and including grade level slabs. Particular care shall be taken to
compact structure backfill, which will be beneath pipes, roads, or other surface
construction or structures. In addition, wherever a trench passes through
structure backfill, the structure backfill shall be placed and compacted to an
elevation 12-inches above the top of the pipe before the trench is excavated.
Compacted areas, in each case, shall be adequate to support the item to be
constructed or placed thereon.
8.
The compaction requirements specified are predicated on the use of normal
materials and compaction equipment. In order to establish criteria for the
placement of a controlled fill so that it will have compressibility and strength
characteristics compatible with the proposed structural loadings, a series of
laboratory compaction and/or compressive strength tests shall be performed on
the samples of materials submitted by CONTRACTOR. From the results of the
laboratory tests, the final values of the required percent compaction, the
acceptable compaction moisture content range, and the maximum permissible
lift thickness will be established for the fill material and construction equipment
proposed.
9.
Control the water content of fill material during placement within the range
necessary to obtain the compaction specified. In general, the moisture content
of the fill shall be within two percent of the optimum moisture content for
compaction as determined by laboratory tests. Perform all necessary work to
adjust the water content of the material to within the range necessary to permit
the compaction specified. Do not place fill material when free water is standing
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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on the surface of the area where the fill is to be placed. No compaction of fill
will be permitted with free water on any portion of the fill to be compacted.
10. Compact fill shall be compacted by at least two coverages of all portions of the
surface of each lift by compaction equipment. One coverage is defined as the
condition obtained when all portions of the surface of the fill material have been
subjected to the direct contact of the compactor.
11. If the specified densities are not obtained because of improper control of
placement or compaction procedures, or because of inadequate or improperly
functioning compaction equipment, perform whatever Work is required to
provide the required densities. This Work shall include complete removal of
unacceptable fill areas, and replacement and recompaction until acceptable fill is
provided.
12. If any settlement occurs, repairs will be at CONTRACTOR’S expense. Make
all repairs and replacements necessary within 30 days after notice from
ENGINEER or OWNER.
C. Compaction Density Requirements:
1.
The degree of compaction required for all types of fills shall be as listed below.
Material shall be moistened or aerated as necessary to provide the moisture
content that will facilitate obtaining the specified compaction.
Required Minimum Density- *Maximum
Percent Compaction
Uncompacted
Material
(ASTM D 698)
Lift (inches)
Subgrade and Subbase Fill:
Below concrete slabs on grade
100
8
Below base of footings or mats,
structural slabs
100
8
Below asphalt concrete paving
95
8
** Backfill and Fill:
More than 5 feet below final grade
100
8
Less than 5 feet below grade
95
8
Aggregate Base Course (Select Backfill):
Below concrete slabs or mats
95
8
Below asphalt paving
100
8
Landscape Areas
95
8
*
Where applicable.
CITY OF CHANDLER: Public Works and Utilities Department
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**
Backfill shall not be used for support of facilities which are
susceptible to damage from differential settlement of the fill
section relative to walls.
All fill must be wetted and thoroughly mixed to achieve optimum moisture
content, ±two percent, with the following exceptions: On site clayey soils
optimum to plus two percent.
Natural undisturbed soils or compacted soil subsequently disturbed or removed
by construction operations shall be replaced with materials compacted as
specified above.
2.
CONTRACTOR'S testing service shall perform tests necessary to provide data
for selection of fill material and control of placement water content.
3.
Field density tests, to ensure that the specified density is being obtained, shall be
performed by CONTRACTOR'S testing service during each day of compaction
Work.
4.
If the tests indicate unsatisfactory compaction, provide the additional
compaction necessary to obtain the specified degree of compaction. All
additional compaction Work shall be performed by CONTRACTOR, at no
additional cost to the OWNER, until the specified compaction is obtained. This
Work shall include complete removal of unacceptable (as determined by the
ENGINEER) fill areas and replacement and recompaction until acceptable fill is
provided.
D. Replacement of Unacceptable Excavated Materials: In cases where over-excavation
for the replacement of unacceptable soil materials is required, the excavation shall be
backfilled to the required subgrade with select backfill material and thoroughly
compacted as specified in Paragraph 3.8.C., above. Sides of the excavation shall be
sloped in accordance to the maximum inclinations specified for each structure
location.
3.9 GRADING
A. General: Uniformly grade areas within limits of grading under this Section,
including adjacent transition areas. Smooth subgrade surfaces within specified
tolerances, compact with uniform levels or slopes between points where elevations
are shown on the Drawings, or between such points and existing grades.
B. Grading Outside Building Lines: Grade areas adjacent to building lines to drain
away from structures and to prevent ponding. Finish surfaces free from irregular
surface changes, and as follows:
1.
Turfed Areas or Areas Covered with Gravel, Stone, Wood Chips, or Other
Special Cover: Finish areas to receive topsoil or special cover to within not
more than 1-inch above or below the required subgrade elevations.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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2.
Walks: Shape surface of areas under walks to line, grade and cross-section, with
finish surface not more than 1-inch above or below the required subgrade
elevation.
3.
Pavements: Shape surface of areas under pavement to line, grade and
cross-section, with finish surface not more than 1/2-inch above or below the
required subgrade elevation.
C. Grading Surface of Fill Under Building Slabs: Grade smooth and even, free of voids,
compacted as specified, and to required elevation. Provide final grades within a
tolerance of 1/2-inch when tested with a ten foot straightedge.
D. Compaction:
1.
After grading, compact subgrade surfaces to the depth and percentage of
maximum density for each area classification.
3.10 PAVEMENT SUBBASE COURSE
A. General: Place subbase material, in layers of specified thickness, over ground
surface to support pavement base course.
B. Grade Control: During construction, maintain lines and grades including crown and
cross-slope of subbase course.
C. Shoulders: Place shoulders along edges of base course to prevent lateral movement.
Construct shoulders of acceptable soil materials, placed in such quantity to compact
to thickness of each base course layer. Compact and roll at least a 12-inch width of
shoulder simultaneously with compacting and rolling of each layer of base course.
D. Placing: Place base course material on prepared subgrade in layers of uniform
thickness, conforming to indicated cross-section and thickness. Maintain optimum
moisture content for compacting base material during placement operations.
1.
When a compacted base course is shown on the Drawings to be 6-inches thick
or less, place material in a single layer. When shown on the Drawings to be
more than 6-inches thick, place material in equal layers, except no single layer
more than 6-inches or less than 3-inches in thickness when compacted.
3.11 DISPOSAL OF EXCAVATED MATERIALS
A. Material removed from the excavations which does not conform to the requirements
for fill or is in excess of that required for backfill shall be hauled away from the
project site by CONTRACTOR and disposed of in compliance with ordinances,
codes, laws and regulations at no additional cost to the OWNER. Refer to and
comply with the requirements of Section 02230, Clearing.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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3.12 RESTORING AND RESURFACING EXISTING ROADWAYS AND
FACILITIES
A. Place 1-1/2-inches of temporary bituminous pavement immediately after backfilling
trenches in paved roadways which are to be retained for permanent use. Maintain the
surface of the paved area over the trench in good and safe condition during progress
of the entire Work, and promptly fill all depressions over and adjacent to the trench
caused by settlement of backfilling. The permanent replacement pavement shall be
equal to that of the existing roadways, unless otherwise specified.
B. Pavement, gutters, curbs, sidewalks or roadways disturbed or damaged by the
CONTRACTOR'S operations, except areas designated "Pavement" or "Proposed
Pavement", shall be restored by CONTRACTOR at their own expense to as good
condition as they were previous to the commencement of the Work and in
accordance with applicable local and state highway specifications.
3.13 TEMPORARY FENCING
A. Furnish and install a temporary fence surrounding excavations and Work area,
including the stockpile and storage areas. Fence shall have openings only at
vehicular, equipment and worker access points.
3.14 ENVIRONMENTAL PROTECTION AND RESTORATION
A. Refer and comply with the requirements of Section 01412, Stormwater Pollution
Prevention Plan and Permit.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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SECTION 02532
POLYMER CONCRETE INSERTS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
The purpose of this specification is to provide requirements to furnish corrosion proof
polymer concrete precast structural inserts for structural rehabilitation of existing
manholes to eliminate existing corrosion, infiltration and inflow.
1.2 WORK OF THIS SECTION
A. The requirements of this section includes providing a structural polymer concrete manhole
insert system such that manholes become structurally sound and impervious to ground
water, soil, debris, and are resistant to hydrogen sulfide corrosion. Manhole rehabilitation
riser sections shall be constructed of precast sections comprised of resin, sand, aggregate,
and FRP bar reinforcement.
B. The CONTRACTOR to provide by-passing of flows around manholes if required per
Specification Section 02145, Diversion of Sewage Flow and Dewatering.
C. The CONTRACTOR to obtain confined space entry permit to perform the work.
D. The CONTRACTOR is responsible for the complete installation of the manhole insert
system including the removal of all old loose material, any pre-installation surface
preparation and any structural manhole insert component.
1.3 QUALITY ASSURANCE
A. Manhole rehabilitation riser sections shall conform to the following design criteria:
1.
ASTM C 478 Standard Specification for Precast Reinforced Concrete Manhole
Sections
2.
ASTM C 579 Standard Test Methods for Compressive Strength of Chemical-Resistant
Mortars, Grouts, Monolithic, Surfacing, and Polymer Concretes
3.
ASTM C 443 Standard Specification for Joints for Concrete Pipe and Manholes Using
Rubber Gaskets
4.
ASTM C 580 Standard Test Method for Flexural Strength and Modulus of Elasticity
of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer
Concretes
5.
ASTM C 857 Standard Practice for Minimum Structural Design Loading for
Underground Utility Structures
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6.
ACI 350-06 Code Requirements for Environmental Engineering Concrete Structures
& Commentary
7.
ACI 440.1R-15 Guide for the Design and Construction of Structural Concrete
Reinforced with Fiber-Reinforced Polymer (FRP) Bars
8.
ACI 548.6R-96 Polymer Concrete-Structural Applications State-of-the-Art Report
9.
ASTM D 648 Test Method for Deflection Temperature of Plastics Under Flexural
Load in Edgewise Position
10. ASTM D 6783 Standard Specification for Polymer Concrete Pipe
11. ASTM D 2584 Test Method for Ignition Loss of Cured Reinforced Resins
12. ASTM C 923 Standard Specifications for Resilient Connectors between Concrete
Manholes Structures and Pipe
13. ASTM C 990 Standard Specification for Joints for Concrete Pipe, Manholes and
Precast Box Sections using Preformed Flexible Joint Sealants
14. ASTM C 497 Test Methods for Concrete Pipe, Manhole Sections, or Tile
1.4 SUBMITTALS
A. The CONTRACTOR shall provide submittal information to the ENGINEER in
accordance with Specification Section 01330, Submittals.
B. Manufacturer’s Qualifications:
1.
Manufacturers of polymer concrete insert shall have a minimum of ten years of
experience producing structural inserts, and shall be able to show evidence of at least
five installations in satisfactory operation in the last five years.
C. Installer’s Qualifications: The installer shall be able to show experience in the installation
of the proposed structural manhole insert for more than five (5) years. References shall be
provided for a minimum of five (5) jobs. Information provided shall include a description
of the job, the location of the job, the value of the job, the client name, and the client
contact person for the job including name, title, address, and phone number.
D. Submit manufacturer’s data and details of following items for approval:
1.
Shop drawings of manhole sections, base units and construction details, jointing
methods, materials, and dimensions.
2.
Summary of criteria used in manhole design including, as minimum, material
properties, loading criteria, and dimensions assumed. Include certification from
manufacturer that polymer concrete manhole design meets or exceeds the load and
strength requirements of ASTM C 478 and ASTM C 857, reinforced in accordance
with ACI 440.1R-15. Include current ISO 9001:2015 certification.
3.
Materials to be used in fabricating pipe drop connections.
4.
Materials to be used for grade adjustments.
5.
Materials to be used for bench area finishing.
6.
Proof of independent Chemical Resistance testing conducted in accordance with the
Standard Specifications for Public Works Construction.
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7.
Submitted sealed drawings by a registered Professional Engineer in the Arizona.
E. Comply with the requirements of Specification Section 01332, Shop Drawing Procedures.
F. CONTRACTOR shall submit an electronic copy per Specification Section 01332, Shop
Drawing Procedures.
G. A copy of this specification section, with addendum updates included, and all referenced
and applicable sections, with addendum updates included, with each paragraph check-
marked to indicate specification compliance or marked to indicate requested deviations
from specification requirements. Check marks () shall denote full compliance with a
paragraph as a whole. If deviations from the specifications are indicated, and therefore
requested by the CONTRACTOR, each deviation shall be underlined and denoted by a
number in the margin to the right of the identified paragraph, referenced to a detailed
written explanation of the reasons for requesting the deviation. The ENGINEER shall be
the final authority for determining acceptability of requested deviations. The remaining
portions of the paragraph not underlined will signify compliance on the part of the
CONTRACTOR with the specifications. Failure to include a copy of the marked-up
specification sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for rejection of the
entire submittal with no further consideration.
1.5
MANUFACTURER
A. Approved structure manufacturers:
1.
Armorock Polymer Concrete; www.armorock.com 702-824-9702
2.
Or Equal
PART 2 - PRODUCTS
2.1 REQUIREMENTS
A. Insert system shall contain sufficient structural strength to carry all live, dead and
hydrostatic loads for the installation. The insert system will be capable of providing all
necessary structural support and would installed on to existing rehabilitated manhole
bench.
B. Corrosion proof polymer concrete manhole insert riser, cone sections and related
components shall conform to the structural intent of ASTM C – 478.
C. Riser sections, eccentric cones and flat lids (with approval on an individual basis by city)
are to be provided with flush edge configurations assembled with the appropriate alignment
guides and butyl mastic to make a continuous and uniform insert structure manhole.
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D. Polymer concrete structural insert manhole riser and cone sections are to be provided in
various lengths in combination to provide correct height with fewest joints.
E. The polymer concrete structural insert will have a minimum wall thickness of 2-inches and
an outside diameter clearance of 1.5-inches, assuming the existing structure is intact with
original inside diameter. Additional wall thickness may be required for interior dimensions
in excess of 60-inches.
2.2 DESIGN CRITERIA
A. Polymer Concrete Structural Manhole risers and cones shall be designed by manufacturer
to meet the intent of ASTM C 478 with allowable compositional and sizing differences as
designed by the polymer concrete manufacturer.
1.
AASHTO HS-20 design or as required loading applied to manhole cover and transition
and base slabs.
2.
Polymer manholes will be designed based upon live and dead load criteria in ASTM C
857 and ACI 350-06.
3.
Reinforcement – Shall use acid resistant reinforcement (FRP Bar) in accordance with
ACI 440.1R-06 as applicable for polymer concrete design.
4.
Polymer Concrete Mix Design shall consist of thermosetting resin, sand, and
aggregate. No Portland cement shall be allowed as part of the mix design matrix. All
sand and aggregate shall be inert in an acidic environment.
PART 3 - INSTALLATION
A. Manhole installation should strictly follow the manufactures recommended installation
procedures.
1.
Excavate the area around the manhole as necessary to provide for removal of existing
cone and castings while preventing soil and debris from falling into the manhole.
2.
Follow all requirements for safety and ventilation in accordance with all applicable
federal, state and local requirements.
3.
Provide means, labor and equipment to prevent solid waste contamination during
construction activities. If necessary, install and operate sewage diversion pumping
equipment to maintain sewage flows without backup, overflow or spill as per
specification 02145, Diversion of Sewage Flow and Dewatering.
4.
Make repairs necessary to existing manhole in order to receive inserts per contract
drawings. Power -wash / clean any loose debris from wall areas. Remove dirt, grease,
and debris in bench area to prepare bench surfaces for resurfacing. Remove all debris.
Repair any active leaks. Repair and level the bench to prepare for polymer insert
installation per contract drawings. Saw cut polymer riser section if necessary, to
accommodate pipe entry and bench slopes.
5.
Depending on invert configuration the bench area should be prepared by building up
the bench section with a Portland cement and sand mixture to provide a clean level
CITY OF CHANDLER: Public Works and Utilities Department
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surface to receive the riser. This build up should allow for a level surface above the
existing top of the highest pipe. If pipe inverts are severely staggered the initial
polymer sleeve can be modified in the field to accommodate the difference in bench
slopes. After grout has set, lower the first riser section, clean and wipe down the
polymer riser wall above the bench to allow for application of the FRP per
Specification Section 02720, Fiber Reinforced Polymer.
6.
When the new bench configuration is sufficiently dry and clean, a shell coating of FRP
will be built over the bench. The FRP shell should continue a minimum of 4-feet and
6-inches up the polymer riser face to allow for polymer interlinking or as shown per
the Contract Drawings. No additional surface coating is required as the riser sections
are structural and corrosive proof throughout.
7.
All non-booted or flexible coupler pipe entry areas will be grouted by product as listed
per the OWNER’S approved products list.
8.
After the initial bottom seal has cured the additional remaining riser sections and cone
shall be installed using the appropriate wall alignment guides, gaskets and/or mastic.
The risers will be offloaded and lifted into place with approved manufacturer’s lifting
device. No other handling apparatus will be acceptable for handling material.
9.
Fill the annular space between old and new structure with a half sack slurry mix /
mixed fill, stabilized sand or stone (85-percent standard proctor) or a backfill material
shall be subject to approval by ENGINEER and OWNER.
10. Install city provided grade rings and frame and cover, level to grade. Grout where
required using product as listed per OWNER’S approved products list.
11. Finish the remainder of the backfill, remove any deleterious materials and debris from
the manhole and replace pavement if required.
12. Upon completion of the installation process the CONTRACTOR shall remove all
surplus materials, protective coverings, accumulated rubbish, and thoroughly clean all
surfaces and repair any other installation related damage as required by OWNER. All
external surface areas shall be repaired and returned to its original or required
condition. All debris shall be collected and hauled off to a proper disposal site as
required by local, state and federal regulations.
B. Certification / Warranty / Inspection
1.
Provide certification to the OWNER for final acceptance of material and installation.
The material supplier shall provide a copy of the appropriate test results that show that
the polymer material meets the requirements listed in this specification and for any
other qualified specification required by the OWNER for this project at time of bid.
2.
Facility Quality Control should be maintained by adhering to ISO 9001:2018 for
manufacturing. All manufacturers to be ISO 9001:2018 certified. All fabrication to
take place in an all polymer concrete production facility.
3.
Manufacturer to provide references of 5 previous projects in the last 5 years performed
with both OWNER and CONTRACTOR for reference and review by OWNER.
Polymer concrete shall be cast in a polymer only facility and shall not be manufactured
in a cementitious concrete facility.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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4.
The installing CONTRACTOR shall demonstrate applicable experience and
performance history by submitting references from a minimum of 3 other
rehabilitation projects or shall have a minimum of five years’ experience installing
standard sanitary sewer manholes and a certification of training from the manufacturer
on a structural manhole insert system.
5.
The polymer concrete structural insert riser, cone and flat lid (with approval on an
individual basis by city) sections shall be subject to inspection and approval by the
OWNER or the ENGINEER. At the time of inspection all material will be examined
for specification compliance and approved drawings. Any sections damaged after
delivery and not deemed repairable by the Manufacturer’s Representative and
ENGINEER will be removed and replaced at CONTRACTOR’s expense.
6.
Manufacturer shall provide OWNER with a 50 year corrosion warranty on the
structural inserts at close of project with date of installation and other project
information clearly shown.
7.
Project Warranty: The contractor shall warrant all material and workmanship
performed under this contract for a period of one (1) year from the date of final
acceptance or as stated in the project Contract Documents whichever is longer.
8.
Material Warranty: The manhole inserts shall be free of defects that will affect the
long-term line and operation of the manhole. The CONTRACTOR shall warrant in
writing all materials provided and work performed under this contract for a period of
five (5) years from the date of final acceptance.
9.
Insert: Insert material(s) shall be tested for a design life of minimum for fifty (50)
years against deterioration from H2S corrosion and typical chemical found in
municipal sanitary sewer.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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SECTION 02720
FIBER REINFORCED POLYMER (FRP)
PART 1 - GENERAL
1.1 DESCRIPTION
A. This specification is intended to provide guidelines and performance requirements for the
rehabilitation of structures using internally and externally bonded fiber reinforced polymer
(FRP) composite systems. The rehabilitation system described herein shall include a glass
fiber reinforced polymer (GFRP) as the main reinforcement system. The FRP can also
include layers of other materials to increase stiffness of the FRP composite system in a cost-
effective manner. The additional materials used to increase the stiffness of the FRP system
may be proprietary to the FRP material supplier. Any materials used for the FRP system
shall be subject to the approval of the ENGINEER.
1.
Scope:
a.
The work includes furnishing of all materials, labor, equipment, and services for
the supply, installation, and finish of structural strengthening and/or rehabilitation
using a FRP system.
b.
The CONTRACTOR shall be licensed in the State of Arizona and shall include all
engineering, labor, materials, tools, equipment, appliances, and services required
to design, deliver, furnish all items necessary for the proper execution and
completion of the work as shown in the Contract Documents, as specified herein
and/or as required by job conditions. A detailed design of the FRP system for the
specific site conditions shall be included with the installation of the FRP system
by the FRP installer selected by the CONTRACTOR. All items not shown or
specified, but which are necessary for the proper execution and completion of the
Work, shall be provided by the CONTRACTOR.
c.
The extent of the FRP composite system applied to shall be as defined herein and
as shown on the Design Drawings.
d.
The CONTRACTOR shall cooperate and coordinate with all other trades in
executing the work described in the Contract Documents.
e.
The CONTRACTOR shall deliver finished product(s) including all materials,
labor, equipment, and services necessary for product installation, all quality
controls and material samples required for performance tests, final inspection, and
warranty work, all as specified in these Contract Documents and at the quantities
of each component to complete the work.
f.
The prices submitted by the CONTRACTOR shall include all costs of permits,
labor, equipment, and materials for the various items necessary for rehabilitation
materials and processes in accordance with these Technical Specifications complete
and in place, including all items of work not specifically identified herein which
are required to make the product perform as intended. All CONTRACTOR costs
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to deliver the final product shall be included in the respective lump sum and/or unit
price bid items depicted in the Proposal.
g.
It shall be the responsibility of the CONTRACTOR to monitor the weather and
make necessary adjustments in means and methods while work is being
conducted.
1.2 SAFETY REQUIREMENTS:
A. The CONTRACTOR shall conform to all work safety and health requirements of pertinent
regulatory agencies and shall secure the site for working conditions in compliance with the
same. The CONTRACTOR shall perform existing material testing as required by regulatory
regulation requirements and provide/install/maintain such signs and/or other devices as
are necessary for safety at the work site.
B. Sewers and appurtenant structures are considered confined spaces and are subject to federal,
state, and local regulations governing confined space entry and safety procedures. The
CONTRACTOR shall obtain all necessary permits required to enter and work in confined
spaces.
1.3 NOTIFICATION:
A. It shall be the CONTRACTOR’s responsibility to notify businesses and the public The
CONTRACTOR shall notify all utility companies involved whenever a utility is to be cut,
tapped, moved, or in any way disturbed from its original placement. Sufficient notice shall
be given to the utility company so that its users can be informed of any disruption of
service. Such notice shall be given no less than 48 hours in advance.
B. It is the CONTRACTOR’s responsibility to inform the ENGINEER of construction
activities which may lead to interruption in pedestrian or vehicular traffic or sewer service.
The CONTRACTOR shall provide 72-hour notice prior to construction to verify all
applicable businesses and residents have been alerted.
1.4 QUALITY CONTROL
A. Reference Standards: Comply with applicable provisions and recommendations of the
following, except as otherwise shown on the Drawings or specified.
1.
ACI 117-90, Specifications for Tolerances for Concrete Construction and Materials, and
Commentary.
2.
ACI 224.1R-0, Causes, Evaluation, and Repair of Cracks in Concrete Structures.
3.
ACI 224R-01, Control of Cracking in Concrete Structures.
4.
ACI 440R-07, State-of-the-Art Report on Fiber Reinforced Plastic Reinforcement for
Concrete Structures.
B. ACI—American Concrete Institute
1.
503R-93: Use of Epoxy Compounds with Concrete.
2.
503.4-R92: Standard Specifications for Repairing Concrete with Epoxy Mortars.
CITY OF CHANDLER: Public Works and Utilities Department
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3.
503.6R-97: Guide for the Application of Epoxy and Latex Adhesives for Bonding
Freshly Mixed and Hardened Concretes.
4.
546R-04: Concrete Repair Guide.
C. ASTM- American Society for Testing and Materials
1.
D3039: Test Method for Tensile Properties of Polymer Matrix Composite
Materials
2.
D3418: Test Method for Transition Temperatures of Polymers by Differential
Scanning Calorimetry.
3.
D5687: Guide for Preparation of Flat Composite Panels with Processing
Guidelines for Specimen Preparation.
4.
D7565: Standard Test Method for Determining Tensile Properties of Fiber Reinforced
Polymer Matrix Composites Used for Strengthening of Civil Structures.
5.
D7290: Standard Practice for Evaluating Material Property Characteristic
Values for Polymeric Composites for Civil Engineering Structural Applications.
6.
D638
Standard Test Method for Tensile Properties of Plastics. D695
Standard
Test Method for Compressive Properties of Rigid Plastics.
7.
D790: Standard Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
8.
D543: Standard Practices for Evaluating the Resistance of Plastics to Chemical
Reagents.
D. NACE International
1.
SSPC-SP12 / NACE 5: Surface Preparation and Cleaning of Steel and Other Hard
Materials by High- and Ultra High- Pressure Water Jetting Prior to Recoating.
2.
SSPC-SP13 / NACE 6: Surface Preparation of Concrete.
E. ICRI- International Concrete Repair Institute
1.
No. 03732: Selecting and Specifying Concrete Surface Preparation for Sealers,
Coatings, and Polymer Overlays.
2.
No. 03733: Guide for Selecting and Specifying Materials for Repairs of Concrete
Surfaces.
1.5 CERTIFIED INSTALLER
A. The CONTRACTOR must be trained and certified by the FRP material supplier and
approved by the OWNER and ENGINEER for installation of the FRP system. A training
outline for the certification program shall be submitted to the OWNER or ENGINEER for
review. The CONTRACTOR shall provide evidence that the on-site Superintendent
responsible for supervision of the FRP installation crew has received the FRP material
supplier’s training.
B. The certified installer of the FRP system shall show experience in the installation of the
proposed rehabilitation method for all jobs within the last five (5) years. Information
provided shall include a description of the job, the location of the job, the value of the job,
CITY OF CHANDLER: Public Works and Utilities Department
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the Owner name, and the Owner contact person for the job including name, title, address,
and phone number.
C. The CONTRACTOR shall appoint a Quality Assurance Manager who will be on-site full-
time during FRP installation to take full responsibility for the quality of the work. The
Quality Assurance Manager shall be fully certified by the FRP material supplier.
1.6 SURFACE PREPARATION
A. The CONTRACTOR shall perform surface preparation per Technical Specification Section
02146, Sewer Pipe and Sewer Structure Cleaning
1.7 PERFORMANCE WORK STATEMENT (PWS)
A. A Performance Work Statement (PWS) shall be submitted by the CONTRACTOR for the
approval of OWNER and ENGINEER. The PWS shall include submittals consisting of
Design Drawings, sketches, FRP material supplier’s literature, catalog descriptions, or other
descriptions in sufficient detail to allow a decision for submittal acceptance.
1.8 SUBMITTALS
A. The CONTRACTOR shall submit the following information to the OWNER or ENGINEER
in accordance with Technical Specification Section 01330, Submittals.
1.
Performance work statement (PWS).
2.
Certifications of applicator with written consent from the FRP material supplier that the
CONTRACTOR has been trained in proper application of FRP material supplier’s
systems.
3.
Physical and mechanical properties shall be provided of each proposed FRP system and
other components, including test results conducted per the ASTM standards as
applicable to the project. Physical properties shall, at the minimum include:
a.
Laminate density, Laminate Shore D hardness (ASTM D2240).
b.
Corrosion resistance (ASTM D543).
c.
Fully cured resin water absorption (ASTM D570).
d.
Glass transition temperature (ASTM E1640).
e.
Fabric ply thickness, resin cure times.
f.
Volatile organic compound (VOC) of laminate materials (ASTM D2369).
g.
FRP fabric roll dimensions range.
4.
Mechanical properties shall, at the minimum include:
a.
Minimum ultimate and characteristic design tensile strength.
b.
Elongation percent.
c.
Tensile modulus of the laminate in fiber direction (per ASTM D3039. D7290,
respectively).
d.
Minimum design laminate thickness per layer.
5.
FRP material supplier’s Safety Data Sheets (SDS) for all materials brought on-site.
6.
Product Data Sheets (PDS) for the components of the FRP system.
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7.
Safety Plan in compliance with local, state, and federal requirements.
8.
Detailed installation plan describing all work items.
9.
FRP material supplier test data.
10. FRP system design ENGINEER’s qualifications and the criteria incorporated into the
design. Design calculations submitted shall be sealed by a professional Structural
ENGINEER registered in the State of Arizona.
11. Product installation procedure.
12. QA/QC plan including field sampling and testing.
13. FRP Design Drawings and Technical Specifications.
14. Documentation of CONTRACTOR’s Experience: CONTRACTOR shall provide
references for all jobs within the last five (5) years that were either completed or under
construction using the proposed rehabilitation method and materials.
15. Qualifications, certifications / training received of installer including experience on
similar projects.
16. Submit FRP material supplier’s published product and installation literature and
published quality control testing criteria data for the proposed FRP system.
17. Submit independent test report showing that the physical properties of the proposed
materials meet the requirements of these Technical Specifications and will meet or
exceed the physical properties given in the FRP material supplier’s published literature
submitted as required by Part 2 – PRODUCTS.
18. Submit a report of the proposed installation process and procedures as directed by the
FRP system to be used. The report shall include information specific to the installation
instructions and any unique site condition(s) that must be taken into consideration
including surface preparation, environmental limitations such as humidity, surface
temperature, set times, access coordination, installation timing and identification and
any coordination requirements/requests from the OWNER or ENGINEER.
19. Shop Drawings: The CONTRACTOR shall provide shop drawings of proposed
materials for approval prior to ordering. Shop drawings shall depict:
a.
All measurements made by the CONTRACTOR to verify critical dimensions.
b.
Material(s) proposed for construction.
c.
Critical dimensions, jointing, overlap, and connections, necessity for fasteners, and
anchors with sizes, spacing, and location if proposed, connections, attachments, and
openings.
d.
Color(s).
20. Documentation of the control checks for materials used in the fabrications and each
part of the fabrication materials including resin and fabric(s).
21. Warranty: CONTRACTOR shall submit warranty documents signed by an officer of
the company and notarized stating the terms and conditions of the warranty identified
in Paragraph 1.11 – WARRANTY.
22. Any item the CONTRACTOR proposes to utilize as an “or equal” to that proposed
in the Contract Documents.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-6
May 2025
1.9 QUALITY ASSURANCE/QUALITY CONTROL
A. Examination: Each component part shall be examined by the CONTRACTOR for
dimensional requirements, soundness, and workmanship in accordance with ASTM C478.
B. Composition Control: The FRP installer shall control and document the fiber to resin ratio
content for each part of the installation. Documentation of the control checks shall be
maintained by the CONTRACTOR and FRP installer. Proper content shall be shown by
fiber to resin ratio usage rate checks, in accordance with the FRP material supplier’s
recommended material composition.
C. Testing Records: Records of all testing shall be submitted in accordance with Technical
Specification Section 01330, Submittals.
1.10 INSPECTION POINTS
A. The CONTRACTOR shall keep the OWNER or ENGINEER informed of milestone
progress for the following items:
1.
Completion of removal of unsound material and pressure wash cleaning.
2.
Completion of leveling/seal material placement and surface preparation prior to FRP
placement.
3.
Completion of FRP placement.
4.
Completion of FRP protective coating.
1.11 WARRANTY
A. The CONTRACTOR shall replace promptly and at no expense to the OWNER, any FRP
system materials which fail during the warranty period. A failure is defined as blistering,
cracking, embrittlement, softening, peeling, pitting, or adhesion failure to the substrate.
Warranty work shall include all ancillary items including, but not limited to permits, traffic
control, exposure, flow control, labor, equipment, bypass pumping, third party quality
control inspection and all other work required to complete the repair/replacement work.
Any testing performed during construction, including but not limited to, spark testing and
adhesion testing, shall not in any way modify this Warranty or relieve the CONTRACTOR
from its responsibility to repair or replace a failed FRP system. Mechanical damage due to
maintenance operations or ancillary work on the FRP system by others is excluded from
this Warranty. Warranty and durations are described below:
1.
Project Warranty: The CONTRACTOR shall warrant all materials and workmanship
performed under this contract for a period of five (5) years from the date of final
acceptance of the project and Letter of Acceptance by the OWNER or as stated in the
project Contract Documents whichever is longer.
2.
Materials Warranty: The FRP system installed shall be free of defects that will affect
the long-term life and operation of the system. The CONTRACTOR shall warrant in
writing all materials provided under this contract for a period of five (5) years from the
date of final acceptance of the project and Letter of Acceptance by the OWNER.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-7
May 2025
3.
Design Life: Material(s) shall provide a design life of a minimum of fifty (50) years
against deterioration from H2S corrosion and typical chemicals found in municipal
sanitary sewage.
PART 2 - PRODUCTS
2.1 ACCEPTABLE FRP MATERIAL SUPPLIERS & COMPOSITE STRENGTHENING
SYSTEM
A. General
1.
The Materials for the FRP system must be suitably qualified, compliant with industry
standards and properties provided herein, and supplied by a reputable FRP material
supplier approved by the OWNER or ENGINEER. Before the materials are ordered or
work is performed, the CONTRACTOR must identify which materials are proposed to
be utilized and from which FRP material supplier(s) CONTRACTOR proposes to
obtain the materials.
2.
Quality Control Testing and Certification: FRP material supplier shall certify that all
material(s) provided conforms to the project specification or provide a proposed
substitution per paragraph 1.9. The quality control test results for all proposed
materials shall be submitted per Technical Specification Section 01330, Submittals.
3.
Labeling, packaging, and storage shall include any health hazard warnings, precautions
for handling and recommended first aid procedures in case of contact.
4.
All materials used shall conform to the project Technical Specifications and other
specifications referenced within and subject to the approval of the OWNER or
ENGINEER.
B. Design Loads
1.
The FRP system shall be designed for the following loads as they apply for the specific site
conditions:
a.
Earth load (a long-term loading).
b.
External pressure from ground water to ground surface elevation. (a long-term
loading).
c.
Live load (a short-term loading).
d.
Internal working pressure (a long-term loading, where applicable)
e.
Water weight (a long-term loading)
f.
Host pipe weight (a long-term loading)
g.
Wind loads (if applicable)
h.
Seismic (if applicable)
2.2 GLASS FABRIC
A. Glass fabric layers may be used where loading conditions allow.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-8
May 2025
B. A glass fabric layer shall be used to create a dielectric barrier if the host pipe is conducive to
electricity (steel, iron, etc.). The minimum dielectric constant (κ) shall be 4 (ASTM D150) for
the dielectric barrier. Glass fabric shall have the minimum physical and mechanical properties
shown in the table:
Longitudinal (0°) Direction:
Weight (Fabric Only)
20 oz/yd2
(670 g/m2)
27 oz/yd2
(904 g/m2)
20 oz/yd2
(670 g/m2)
Fiber Orientation
Uniaxial
Uniaxial
Biaxial
Tensile Strength
63.7 ksi
(439 MPa)
85.2 ksi
(587 MPa)
20 ksi
(138 MPa)
Tensile Modulus
2,940 ksi
(20,270 MPa)
3,980 ksi
(27,440 MPa)
1,500 ksi
(10,342 MPa)
Ultimate Elongation
2.20%
2.30%
2.10%
Breaking Force
2,365 lb./in.
(4,140 N/cm)
3,490 lb./in.
(6,110 N/cm)
1,120 lb./in.
(1,961 N/cm)
Transverse (90°) Direction:
Tensile Strength
N/A
N/A
20 ksi
(138 MPa)
Tensile Modulus
N/A
N/A
1,500 ksi
(10,342 MPa)
Ultimate Elongation
N/A
N/A
2.10%
Breaking Force
N/A
N/A
1,120 lb./in.
(1,961 N/cm)
Ply Thickness
.037 in
N/A
0.040 in.
(1.0 mm)
2.3 ALTERNATIVE FABRICS
A. Alternative fabrics can be used for improved ring stiffness. Such materials can be proprietary and
are subject to approval. Proposed alternative fabrics shall be submitted per Technical
Specification Section 01330, Submittals. Although revealing the chemical composition of
alternative systems is at the discretion of the FRP material supplier, the physical and mechanical
properties of such materials and the overall system are subject to the review and approval process.
2.4 SATURATING RESIN – POLYMER
A. Fabrics shall be saturated with a two component, high strength, and low viscosity structural
epoxy or other resin system as listed in Section 2.5. The resin shall have low viscosity and
long pot life, with a fast cure time designed for high volume saturation of heavy
reinforcement fabrics using a saturation machine or hand tools as per project requirements
to saturate the fabric thoroughly and uniformly.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-9
May 2025
1.
The resin system shall be resistant to service environment conditions, including but not
limited to moisture, corrosive gases, elevated temperature, and chemicals in the fluid
flowing inside the municipal sanitary sewer host pipe.
2.
The resin system shall not be diluted with any organic solvents such as a thinner.
3.
The resin system shall not be used outside of the FRP material supplier’s specified pot
life.
4.
The resin system shall not be applied on cold or frozen surfaces.
5.
Only moisture tolerant resins shall be allowed to be applied on wet surfaces.
6.
The temperature and moisture range for application shall be within the FRP
material supplier’s specified values.
B. Primer: For systems requiring a primer, the primer shall have sufficiently low viscosity to
penetrate the concrete substrate and provide an adhesive bond for the thickened resin applied.
C. Thickened Resin: A thickened resin system, which consists of the saturating resin and
fumed silica (or similar), or the specified tack coat, both supplied by the FRP material
supplier as premixed or mixed at the site according to the FRP material supplier’s
recommended procedure, shall be used to provide a smooth surface for the application of
the FRP laminate. The thickened resin system shall be used to fill in surface voids and even
out the concrete substrate. It is permissible to use a thin coat of thickened epoxy between
laminae to enhance adhesion.
D. Saturating Resins: Saturating resins shall be 100% solids formulation with low odor
conforming to the minimum physical and mechanical properties as shown in the table
below.
(The remainder of this page is left intentionally blank)
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-10
May 2025
Epoxy Resin Properties
Color – Part “A” is pigmented syrup, Part “B” is amber liquid.
Viscosity Mixed at 770 F (250 C)
1,500 – 1,600 cps
Pot Life at 770 F (250 C)
3 – 4 h (thin film set time)
Cure time (>55 °F)
24 h
Density at 392 ⁰F (200 ⁰C)
Part A: 70.5 lb./ft3 (1.13 kg/L)
Part B: 62.4 lb./ ft3 (1.00 kg/L)
Tensile Strength (ASTM D638)
Tensile Modulus (ASTM D638)
7,150 psi (49 MPa)
289,000 psi (1,992 MPa)
Flexural Strength (ASTM D790)
Flexural Modulus (ASTM D790)
11,140 psi (77 MPa)
252,400 psi (1,740 MPa)
Compressive
Strength
(ASTM
D695)
Compressive Modulus (ASTM D695)
13,000 psi (90 MPa)
350,000 psi (240 MPa)
Water Absorption (% gain) in 24 hours
< 1%
Expansion Coefficient [-37.40 – 40.10 ⁰C]
Expansion Coefficient [1,200 – 2,220 ⁰C]
78 ×10-6 m/m ⁰C
151.8 ×10-6 m/m ⁰C
2.5 OTHER MATERIALS
A. The CONTRACTOR shall provide compatible primer, filler and other materials
recommended by the FRP material supplier as needed for the proper installation of the
surface bonded FRP system. Vinyl ester resins can be used to saturate the FRP fabrics as an
alternative to epoxy. The vinyl ester (or epoxy) resins shall have the minimum physical
and mechanical properties as provided in the Table below. It should be noted that use of
vinyl ester resins will require additional safety measures when applied in confined space
due to styrene or other monomer emissions. Cure times of vinyl ester resins vary in a wide
range, and if the project requires faster cure times than those provided by the FRP material
supplier in ambient temperature, then heating of resin during application should be
considered commensurate with the FRP material supplier’s curing schedule.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-11
May 2025
Sample Epoxy or Vinyl Ester Resin Properties Table
Viscosity (ISO 2555)
200 – 250 cps
Gel Time
30 min
Density
62.4 lb./ ft3 (1.00 kg/L)
Tensile Strength (ASTM D638)
Tensile Modulus (ASTM D638)
12,800 psi (88 MPa)
460,000 psi (3.2 GPa)
Flexural Strength (ASTM D790)
Flexural Modulus (ASTM D790)
22,000 psi (153 MPa)
500,000 psi (3.5 GPa)
Compressive Strength (ASTM D695)
17,600 psi (121 MPa)
Water Absorption (% gain) in 24 hours
< 1%
Expansion Coefficient [-37.40 – 40.10 ⁰C]
Expansion Coefficient [1,200 – 2,220 ⁰C]
78 ×10-6 m/m ⁰C
151.8 ×10-6 m/m ⁰C
PART 3 - EXECUTION
3.1 GENERAL PROCEDURES
A. The design of the FRP reinforcement shall conform to the design provisions given for the
project and applicable standards.
3.2 INSTALLATION BY THE WET LAYUP METHOD
A. The CONTRACTOR may propose installation techniques and design improvements to
meet the project goals and design requirements outlined in the Design Drawings and
Technical Specifications. Such proposed changes shall be submitted as part of the
Performance Work Statement (PWS) per paragraph 1.7.
B. Surface Preparation
1.
The CONTRACTOR shall prepare the surface receiving FRP per Technical
Specification Section 02146, Sewer Pipe and Sewer Structure Cleaning including the
following:
a.
The CONTRACTOR shall expose and inspect the pipe and manholes to be
rehabilitated with the FRP system. Inspection shall verify the existing conditions of
the concrete.
b.
All proposed repairs and restoration technique submittals shall be approved prior
to surface preparation.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-12
May 2025
c.
The CONTRACTOR shall examine the existing conditions to identify potential
obstructions and constraints, shall verify dimensions, geometry, and access
locations.
d.
An adhesive bond with adequate strength shall be provided between the first layer
of the FRP system and substrate. Surface preparation shall also promote continuous
intimate contact between the FRP system and substrate by providing a clean, and
smooth surface.
C. Surface Grinding/Blasting: All irregularities, unevenness, and sharp protrusions in the
surface profile shall be mechanically ground away to a smooth surface with CSP 3/CSP 2
surface profile for substrate. Disk grinders or other similar devices shall be used to remove
previously applied coatings, stain, paint, or any other surface substance that may affect the
bond. Voids or depressions with diameters larger than 1 ½ in. or depths greater than 1/8 in.,
when measured from a 12-in. straight edge placed on the surface, shall be filled according
to Section 3.2.E.
D. Crack Injection: In case of host pipe having deep cracks and fractures to an extent that it
imposes a risk of failure of the substrate during FRP application, these cracks and fractures
shall be filled, and the host pipe shall be pre-strengthened by crack injection. Where crack
injection is necessary, internal, or external cracks at a width specified by the ENGINEER
shall be filled using pressure injection of epoxy. The FRP system shall be installed no earlier
than 12 hours after crack injection. Any surface roughness caused by injection shall be
removed as per Section 3.2.C.
E. Surface Profiling: After surface grinding, if necessary, any remaining unevenness in the
surface greater than that specified in Section 3.2.C, fins, protrusions, voids, bug holes,
depressions, eroded or uneven surfaces shall be filled and smoothened over by using
putty made of epoxy resin mortar or polymer cement mortar.
F. Surface Cleaning: Substrate concrete and finished surface of concrete shall be cleaned prior
to application of the FRP system. Cleaning shall remove any dust, laitance, grease, oil,
curing compounds, wax, stains, coatings (as necessary), surface lubricants, foreign particles,
weathered or deteriorated concrete layers, or any other bond-inhibiting material. If power
wash is used, the surface shall be allowed to dry thoroughly before installing the FRP
system. If grit blast media is used, the surface shall be cleaned of expended media and
all loose materials before installing the FRP system. The clean surface shall be
protected against redeposition of any bond-inhibiting materials.
G. Installation
1.
This section specifies general installation procedures for the wet lay-up of the FRP
system composed of FRP laminae. The CONTRACTOR shall submit a site-specific
installation procedure in the PWS, which shall, at the minimum, include the following
measures.
a.
Environmental Conditions: Environmental conditions for installation shall be
examined before and during installation of the FRP system to ensure conformity to
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-13
May 2025
the Contract Documents and FRP Material Supplier’s recommendations. Primers,
putty, saturating resins, or adhesives shall not be applied on cold, frozen, damp, or
wet surfaces, unless the resin is moisture tolerant. Ambient, concrete, and steel
surface temperatures shall be within 45-95 °F (7-35 °C). Moisture level on all
contact surfaces shall be less than 10 percent at the time of installation of the FRP
system, as evaluated according to ACI 503R-93. Moisture restrictions may be
waived for resins that have been formulated for wet applications. Work areas
identified as confined space require an entry permit in accordance with OSHA
regulations. The CONTRACTOR is responsible for the training of all personnel,
air testing, safety equipment and complying with the requirements of OSHA. A
detailed Safety Plan shall be submitted by the CONTRACTOR as part of the
Technical Specification Section 01330, Submittals.
b.
Moisture Vapor Transmission: Application of bonded FRP systems shall not
proceed if any moisture vapor transmission is present. Concrete dryness is
necessary when using elevated temperature cure. Any bubble that develops from
moisture vapor transmission can effectively be injected with the same adhesive
material used for the FRP system following the procedure specified in Section
3.2.D.
c.
Applications in Inclement Weather: When inclement weather does not allow
installation of the FRP system, as specified in Section 3.2.G.1.a, auxiliary measures
may be employed to correct the conditions. An auxiliary heat source may be used
in cold weather to raise the ambient and concrete surface temperatures to
acceptable levels during product application and cure duration, as recommended
by the FRP material supplier, but not higher than the glass transition temperature
(Tg) of the primer or saturating resin. Pressurized air, with an effective oil
separator, may be used to dry the surface dampness.
d.
Equipment: The CONTRACTOR shall provide all necessary equipment in
sufficient quantities and clean operating conditions for continuous uninterrupted
FRP system installation.
e.
Mixing of Resin Components: All resin components, including the main agent and
hardener, shall be mixed at the proper temperature using the appropriate weight
ratio and for a duration specified by the FRP material supplier until thorough
mixing with uniform color and consistency is achieved. The resins shall not be
diluted with any organic solvents such as a thinner. Electrically powered mixing
blades can be used for mixing. Resin shall be mixed in quantities sufficiently small
to ensure that it can be used within its pot life. Any mixed resin that exceeds its pot
life or begins to generate heat or shows signs of increased viscosity shall not be
used and shall be disposed of according to the SDS. The mixing of some resins may
be accompanied by noxious fumes. Precautions must be taken regarding the resin’s
impact on the environment, including emission of volatile organic compounds. If
flammable resins are used, explosion proof electrical motors or air driven motors
shall be used for mixing and installation of the materials.
f.
Primer and Putty: When necessary, apply one (1) or two (2) coats of primer on the
substrate surface to penetrate its open pores. Putty, if used, shall be applied as soon
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-14
May 2025
as the primer becomes tack free or is not sticky to the fingers. Putty shall be applied
within seven (7) days after primer application; otherwise, the primer- coated surface
shall be roughened with sandpaper or a similar tool. The resulting surface shall be
cleaned according to Section 3.2.F before applying the putty. Apply a minimum of
40-mil (1 mm) thick coat of putty in one (1) layer, and smooth over the surface to
fill in any small voids, cracks, or uneven areas. Any swelling on the surface after
applying the putty shall be corrected to meet surface profile as specified in Section
3.2.E. The surfaces of primer and putty shall be protected from dust, moisture, and
any other contaminants before applying the FRP system.
g.
Saturant: Saturant is the term for the engineered resin used to impregnate FRP
fabrics and turn them into laminae upon cure. The saturant used in a FRP system
shall have sufficiently low viscosity to ensure full impregnation of the fiber sheets
prior to curing. To maintain proper viscosity of the saturant, the ambient and
substrate surface temperatures must be within the range specified in Section
3.2.G.1.a. Any mixed saturant that exceeds its pot life shall be disposed of
according to Section 3.5.
h.
Applying Fiber Sheet and Saturant: The fabric shall be uniformly saturated with
the saturant using the saturating machine or hand saturated, where site conditions
are not favorable for using the machine. The fabric shall be cut to the length
specified in the Contract Documents and shall be installed in place and gently
pressed onto the wet putty. Any entrapped air between the fiber sheet and the
surface shall be released or rolled along the sheet in the direction parallel to the
fibers while allowing the resin to impregnate the fibers and achieve intimate contact
with the substrate. Rolling perpendicular to the fiber direction is not permitted. In
bi- directional fabrics, rolling shall be initially in the fill (transverse) direction end
to end and then in the warp (longitudinal) direction.
i.
Multiple-Fiber Plies: Subsequent layers of fabric (if called for in the design), shall
be properly saturated with saturant and applied on top of the first sheet of fabric
with no interruption. The amount of resin overcoat for intermediate plies shall
factor in overcoat for the applied ply and undercoat for the next ply. Follow the
PWS and approved shop and Design Drawings for the fiber orientation and ply
stacking sequence. Each ply and core fabric shall be applied before the onset of
complete gelation of the previous layer. The number of plies that can be applied in
a single day shall be based on the FRP material supplier’s recommendation When
previous layers are cured, interlayer surface preparation, such as light sanding and
filling with putty, may be required, as specified in Section 3.2.G.1.f.
j.
Overlapping: Lap joints shall be constructed over a minimum of one (1) CFRP or
GFRP laminate. The lap joint layer shall not be the top laminate. The length of the
lap splice shall be as specified by the Contract Documents but must be a minimum
of 6-inches (152 mm) long. Staggering of lap splices on multiple plies and adjacent
strips shall be required unless permitted by Contract Documents.
k.
Alignment of FRP Materials: The fiber plies shall be aligned on the host pipe
according to the Contract Documents. Any deviation in the alignment more than 5
degrees (approximately 1 in./ft) is not acceptable and shall be grounds for rejection.
Once installed, the fibers shall be free of kinks, folds, and waviness.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-15
May 2025
l.
Termination Points: The termination points of the FRP system shall be installed
such that water is not allowed to seep in between the surface and the FRP system.
The FRP system shall be sealed properly at the termination points by applying
epoxy sealant. In locations where flow velocities are high or in pressurized
conduits, elastomeric internal joint seals with compressed steel bands shall be used
at the termination points, with the appropriate approved details included in the
Design Drawings.
m. Curing: The FRP system shall be allowed to cure for the minimum amount of time
specified per the FRP material supplier’s requirements. Field modification of resin
chemistry for rapid curing shall not be allowed. An elevated cure temperature may
be used if rapid curing is necessary. The cure of installed plies shall be monitored
before placing subsequent plies. In case of any curing irregularity, installation of
subsequent plies shall be halted. Protect the FRP system while curing.
n.
Protective Coating and Finishing: It is permissible to use a protective coating for
abrasion resistance and improved flow conditions. The protective coating shall be
either thickened epoxy, with or without a pigment added to facilitate inspection, or
another resin as agreed between the OWNER or ENGINEER and
CONTRACTOR. The protective coating shall be compatible with exposure
conditions including corrosive gases, moisture, abrasive chemicals in sewage, salt
water, and physical abrasion due to debris and silt in sewers. Applicability of the
topcoat to the FRP system in abrasive environments shall be verified by testing
(ASTM D4060).
o.
Protective Coating Field Application: Surface preparation shall be as
recommended by the FRP material supplier. Solvent wipes shall not be used to
clean the FRP surface unless approved by the FRP material supplier. If abrasive
cleaning is necessary, air pressure shall be limited to avoid any damage to fibers.
Ambient and surface temperatures shall be within the range specified in Section
3.2.G.1.a, prior to applying the protective coating.
3.3 INSPECTION & QUALITY ASSURANCE
A. The CONTRACTOR shall coordinate with and accommodate the needs of the OWNER
or ENGINEER Quality Assurance inspector. The CONTRACTOR shall provide a
specific quality assurance (QA) plan for the tests identified. The CONTRACTOR shall
provide its own onsite inspector for Quality Control (QC).
B. The project specific QA/QC plan shall be included in the PWS submittal that includes:
1.
Inspection of Materials: The FRP material supplier’s certifications for all delivered
and stored FRP components shall be inspected for conformity to the Contract
Documents before starting the project. Materials testing shall be conducted on samples
as detailed in the PWS. Any material that does not meet the requirements of the
Contract Documents or PWS will be rejected. Additional inspection measures may be
taken during the installation process at the discretion of the OWNER or ENGINEER.
2.
Daily Inspection: Daily inspection shall include date and time of repair; relative
humidity; general weather conditions; surface dryness per ACI 503.4-92; surface
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
For Construction
24-026
02720-16
May 2025
preparation and surface profile using ICRI surface profile chips; qualitative description
of surface cleanliness; type of auxiliary heat source, if any; widths of cracks not injected
with epoxy; fiber or procured laminate batch numbers and their locations in the
structure; batch numbers, mixture ratios, mixing times, and qualitative descriptions of
the appearance of all mixed resins, primers, putties, saturants, adhesives, and coatings;
observations of the progress of the cure of resins; conformance with installation
procedures; adhesion test results of bond strength, failure mode, and location; FRP
properties from tests of field sample panels or witness panels, if required; location and
size of any delamination’s or air voids; lot number, manufacturer and expiration date of
applied materials, and the general progress of work.
3.
Inspection for Fiber Orientation: Fiber or ply orientation, fiber kinks, and waviness
shall be examined by visual inspection for conformity to the Contract Documents.
Tolerances will follow Sections 3.2 and 3.3. Any nonconforming FRP repair area shall
be removed and repaired as per Section 3.4 – Repair of Defective Work.
4.
Inspection for Debonding: After at least 24 hours from initial installation of the resin,
a visual inspection of the surface shall be performed for any swelling, bubbles, voids,
or delamination. If an air pocket is suspected, an acoustic tap test shall be carried out
with a hard object to identify delaminated areas by sound, with at least one strike per
one (1) foot2. Delamination defects smaller than 0.5-inch in diameter shall require no
corrective action, unless as specified in Section 3.4.A. Delamination defects larger than
0.5-inch but smaller than 2-inch in diameter will be repaired as per Section 3.4.B.
Delamination defects larger than 2-inch but smaller than 6- inch in diameter, and with
a frequency of less than five (5) per 10 foot2 of surface area, shall be repaired as per
Section 3.4.C. Larger delamination defects shall be repaired as per Section 3.4.D.
5.
Inspection for Cure of Resin: If specified in the Contract Documents, the relative cure
of resin in FRP systems shall be examined by visual inspection or by third party
laboratory testing of resin-cup samples using ASTM D3418. Follow recommendations
of the resin FRP material supplier for acceptance criteria. If the cure of resin is found
unacceptable, the entire area shall be marked and repaired as per Section 3.4.
6.
Tests: Specimens from the installed FRP system or samples representative thereof,
shall be tested at the request of the OWNER or ENGINEER, for tensile, compressive,
and adhesive strengths. A minimum of 2 witness panels per day shall be obtained on
the days the FRP system is installed at the project site.
7.
Adhesion test: Refer to ASTM D7234 for adhesion to concrete. To validate the
adequacy of the surface preparation and the adhesion strength of the FRP system, the
CONTRACTOR shall perform random adhesion tests on the prepared concrete
substrate of pipe segments adjacent to repair pipes as directed by the ENGINEER and
witnessed by the ENGINEER. The ENGINEER should designate the areas for trial
adhesion tests prior to the surface preparation activities. These areas shall be cleaned,
prepared, and covered with two-ply FRP system test patches with minimum dimensions
of 1-foot x 1-foot for adhesion test to concrete substrate. The patch shall consist of two
orthogonal plies of FRP laminae. One (1) adhesion test shall be performed on each test
patch. The remaining adhesion test patches shall be finish coated and remain in place
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for future testing purposes as needed. The CONTRACTOR shall log the location of the
adhesion test and report the test results to the OWNER or ENGINEER.
8.
Tensile strength test (ASTMD3039): Depending on the composition of the FRP system
used for a particular application, test panels shall be field fabricated using two (2) FRP
system layers of glass fiber fabric, any core (3D) fabric, resins and saturation equipment
used in the application. Tensile test panels shall be approximately 12-inch by 12-inch.
The test panel shall be prepared on a smooth flat surface overlaid with plastic
(polyethylene or vinyl) sheeting. Saturating resin shall be used to prime the surface,
followed by the saturated system, and finally topped with more saturating resin. A
cover of plastic sheeting shall be placed over the panel and the panel squeegeed to
remove any bubbles and other surface irregularities to ensure a smooth flat surface. The
panel shall be labeled with time, date, and sample panel number, fabric lot numbers,
and resin batch numbers, and stored in an environment representative of the surface
being repaired condition to cure until collected for lab testing.
a.
The test lab shall perform a minimum of five (5) tensile tests with the fibers
oriented in the strong direction for each tensile test panel in accordance with ASTM
D3039, and report certified tests results for tensile strength, tensile modulus,
related specimen dimensions, and percent elongation. For projects where multiple
test panels with the same fabric batch are prepared, it is permissible to perform
three (3) tension tests per panel instead of five (5) tests per panel, subject to review
and approval by the ENGINEER.
b.
The FRP system will be unacceptable if the average tensile strength per unit width
is below that specified in the Contract Documents.
9.
Holiday “Spark” Testing: The CONTRACTOR shall furnish services of a trained
operator in holiday detection devices until final acceptance of the FRP system.
Devices shall be tested and operated in the presence of the OWNER or ENGINEER.
The CONTRACTOR shall perform holiday testing on all FRP surfaces in the
presence of the OWNER or ENGINEER. The CONTRACTOR shall be responsible to
repair defective areas and retest the FRP system as necessary at no additional cost to
the OWNER.
3.4 REPAIR OF DEFECTS
A. This section specifies the conditions and types of defects that require repair and the
acceptable methods of repair. Defects are of different types and may be generally classified
as aesthetic, short-term critical, or long-term critical. Repair procedure depends on the type,
size, and extent of defects. Repair procedures indicated below are exemplary, and the actual
procedure specific to each project shall be submitted as a part of the PWS.
B. Repair of Protective Coating:
1.
Defects in protective coating can be of three (3) types: small hairline cracks, blistering,
and peeling. In all cases, the moisture content of the substrate should be below 0.05%
before applying a new coating. Prior to any repair of protective coating, the FRP
system shall be examined visually or otherwise to ensure that no defect exists within or
on the surface.
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2.
Defects in FRP, if found, shall be repaired as described below. If protective coating
appears to show small areas with cracks, the local surface shall be lightly sanded.
Then a new coating with the appropriate primer shall be applied according to the FRP
material supplier’s recommendations. At the minimum, the coating shall be applied
over an area extending 1-inch on either side of the defect. If the protective coating
shows signs of blistering, the entire area of blisters as well as the surrounding area to a
distance of at least 12-inches shall be carefully scraped clean. In no case should a
blistered surface be recoated without complete removal of the existing coating. The
area shall be wiped clean and dried thoroughly. Once dry, the area can be recoated after
application of the primer coat if required by the FRP material supplier. If the surface
shows signs of excessive peeling, the entire coating shall be scraped off and the surface
lightly sanded, wiped clean, and thoroughly dried before applying a new coat
according to the FRP material supplier’s recommendations.
C. Epoxy Injection of Small Defects:
1.
Small entrapped voids or surface discontinuities no larger than 0.5-inch in diameter
shall not be considered defects and require no corrective action unless they occur next
to edges or when there are more than five (5) such defects in an area of ten (10) foot2.
Small defects of size between 0.5-inch and 2-inches in diameter shall be repaired
using low-pressure epoxy injection if the defect is local and does not extend through the
complete thickness of the FRP system.
D. Patching of Minor Damage:
1.
Minor defects are those with diameters between 2-inches and 6-inches and a frequency
of less than five (5) per unit surface area of 10 foot2. The area surrounding the defects
to an extent of at least 1-inch on all sides shall be carefully removed. The area shall be
wiped clean and thoroughly dried. The area shall then be patched by adding an FRP
patch extending at least 1-inch on all sides of the removed area.
E. Replacement of Large Defects:
1.
Defects larger than 6-inches in diameter shall be carefully marked and scarfed out
extending to a minimum of 1-inch on all sides. Scarfing shall be progressing through
the layers of the FRP system until past the defective area. The substrate shall be
appropriately prepared, and primer reapplied after ensuring that the surface is clean and
dry. Application of an FRP patch system shall extend a minimum of 6-inches on all sides
of the scarfed area. Once cured, the protective coating shall be applied over the entire
area.
3.5 STORAGE, HANDLING, AND DISPOSAL
A. Storage Requirements: All components of the FRP system must be delivered and
stored in the original factory-sealed, unopened packaging or in containers with proper labels
identifying the FRP material supplier, brand name, system identification number,
manufacture date, and expiration date. Catalysts and initiators should be stored separately.
All components must be protected from dust, moisture, chemicals, direct sunlight, physical
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damage, fire, and temperatures outside the range specified in the system data sheets. Any
component that has been stored in a condition different from that stated above must be
disposed of, as specified in Section 3.5.G.
B. Shelf Life: All components of the FRP system, especially resins and adhesives, that have
been stored longer than the shelf life specified on the system data sheet shall not be used
and must be disposed of, as specified in Section 3.5.G.
C. Handling: All components of the FRP system, especially fiber sheets, must be handled with
care according to the FRP material supplier recommendations to protect them from damage
and to avoid misalignment or breakage of the fibers by pulling, separating, or wrinkling
them or by folding the sheets. After cutting, sheets shall be either stacked dry with
separators or at a radius no tighter than 12-inches or as recommended by the FRP material
supplier.
D. Safety Hazards: All components of the FRP system, especially resins and adhesives, must
be handled with care to avoid safety hazards, including but not limited to skin irritation and
sensitization, and breathing vapors and dust. Mixing resins shall be monitored to avoid
fuming and inflammable vapors, fire hazards, or violent boiling. The CONTRACTOR is
responsible for ensuring that all components of the FRP system at all stages of work
conform to the local, state, and federal environmental and worker’s safety laws and
regulations. The CONTRACTOR is advised that a forced ventilator system may be required
inside enclosed sections and that provision for ventilation, if any, shall be included in the cost
of the work. Refer to the Safety Plan as specified in Section 3.2.G for details.
E. Safety Data Sheets: The SDS for all components of the FRP system shall be accessible to all
at the project site. Specific handling hazards and disposal instructions shall be specified in
the SDS section entitled Personnel and Workplace Protection. The CONTRACTOR is
responsible for providing the proper means of protection for safety of the personnel and the
workplace.
1.
The CONTRACTOR shall inform the personnel of the dangers of inhaling fumes of
primer, putty, or resin and shall take all necessary precautions against injury to
personnel. The resin mixing area shall be well vented to the outside. Refer to the Safety
Plan as specified in Section 3.2.G for details.
F. Clean-Up: The CONTRACTOR is responsible for the cleanup of the equipment and the
project site from hazardous and aesthetically undesirable FRP components using
appropriate solvents, as stated in the safety data sheet.
G. Disposal: Any component of the FRP system that has exceeded its shelf life or pot life or
has not been properly stored, and any unused or excess material that is deemed waste shall be
disposed of in a manner amiable to the protection of the environment and consistent with
the SDS.
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3.6 PROJECT CLOSE-OUT AND MAINTENANCE
A. Documentation of the work: The OWNER requires documentation of the work to be
prepared and submitted to the OWNER or ENGINEER by the CONTRACTOR on
completion of the work according to Technical Specification Section 01330, Submittals.
The documentation shall include the following:
1.
Information on the products and installation method used.
2.
Pre- and post-inspection results.
3.
Test results.
4.
Any changes or deviations from the Contract Documents and possible corrective work.
B. Verification/Basis for Rejection: Materials not complying with the requirements of this
Technical Specification shall be rejected at the discretion of the OWNER or ENGINEER.
Repairs, replacements, and retesting shall be accomplished in accordance with the Contract
Documents at no additional cost to the OWNER.
C. Affidavit of Compliance: The OWNER requires an affidavit from the FRP material supplier
or CONTRACTOR, as applicable, that the material provided, or the installation performed
complies with the applicable requirements of the Technical Specifications provided
herein and delivered to the OWNER or ENGINEER according to Technical Specification
Section 01330, Submittals.
3.7 PROTECTION OF SITE:
A. Except as otherwise provided herein, the CONTRACTOR shall protect from damage all
fences, structures, sidewalks, utilities, trees, shrubbery, lawns, etc., during the progress of
this work. All debris and unused materials shall be removed immediately upon completion
of the work. The site shall be restored as nearly as possible to its original condition,
including the replacement, at the CONTRACTOR's sole expense, of any facility or
landscaping which has been destroyed or damaged beyond restoration.
3.8 UTILITIES:
A. The CONTRACTOR shall arrange for and provide any required utilities at the
CONTRACTOR’s sole cost and expense. This includes but is not limited to water, power
for operating any equipment along with personnel sanitation facilities.
3.9 CLEANING AND PREPARATION
A. The CONTRACTOR shall be responsible for all cleaning and surface preparation. The
CONTRACTOR shall notify the ENGINEER of any irregularity, which may interfere with
the proper installation.
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3.10 ACCEPTANCE
A. As a condition precedent to Final Acceptance of the work, CONTRACTOR shall certify the
proper installation and testing of material provided under this section. Certification shall
warrant that materials and installation are free of defects and/or workmanship and suitable
for trouble-free operation under the conditions set forth in these Technical Specifications.
++ END OF SECTION ++
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SECTION 03100
CONCRETE FORMWORK
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown, specified
and required to furnish and install concrete formwork. The Work also
includes:
a.
Providing openings in formwork to accommodate the Work under this
and other Sections and building into the formwork all items such as
sleeves, anchor bolts, inserts and all other items to be embedded in
concrete for which placement is not specifically provided under other
Sections.
B. Coordination:
1.
Review installation procedures under other Sections and coordinate the
installation of items that must be installed with the formwork.
2.
Coordinate formwork specifications herein with the requirements for finished
surfaces specified in Section 03300, Cast-In-Place Concrete, and Section
03200, Concrete Reinforcement.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1.
American Concrete Institute (ACI):
a.
CT-13, Concrete Terminology.
b.
117, Specification for Tolerances for Concrete Construction and
Materials.
c.
347R, Guide to Formwork for Concrete.
B. Qualifications:
1.
Formwork, shoring and reshoring to be designed by a licensed professional
engineer currently registered or having a minimum of three years of
experience in this type of design work.
a.
Above qualifications apply to the following:
1) Slabs and beams not cast on the ground
2) Wall and column placements over 15-feet in height.
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C. Miscellaneous:
1.
Design and engineering of formwork, shoring and reshoring as well as its
construction is the responsibility of the Contractor.
2.
Design requirements:
a.
Design formwork for loads, lateral pressures and allowable stresses
outlined in ACI 347R and for design considerations, wind loads,
allowable stresses and other applicable requirements of the controlling
local building code.
1) Where conflicts occur between the above two standards, the more
stringent requirements shall govern.
b.
Design formwork to limit maximum deflection of form facing materials
reflected in concrete surfaces exposed to view to 1/240 of span between
structural members.
3.
For slabs and beams not cast on the ground, develop a procedure and
schedule for removal of shores and installation of reshores and for calculating
the loads transferred to the structure during this process in accordance with
ACI 347R.
a.
Perform structural calculations as required to prove that all portions of
the structure in combination with remaining forming and shoring system
has sufficient strength to safely support its own weight plus the loads
placed thereon. Calculations shall be performed by a licensed
professional engineer.
b.
When developing procedure, schedule and structural calculations,
consider the following at each stage of construction:
1) The structural system that exists.
2) Effects of all loads during construction.
3) Strength of concrete.
4) Modulus of Elasticity (Young’s Modulus) of the concrete at the
time of shoring and form removal.
5) The influence of deformations of the structure and shoring system
on the distribution of dead loads and construction loads.
6) The strength and spacing of shores or shoring systems used, as well
as the method of shoring, bracing, shore removal, and reshoring
including the minimum time intervals between the various
operations.
7) Any other loading or condition that affects the safety or
serviceability of the structure during construction.
1.3 DEFINITIONS
A. Words and terms used in these Specifications are defined in ACI CT-13.
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1.4 SUBMITTALS
A. Shop Drawings:
1.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
2.
Product technical data including:
a.
Manufacturer and type of proposed form ties.
3.
Submit for information purposes the following:
a.
Copies of manufacturer's data and installation instructions for
proprietary materials, including form coatings, manufactured form
systems, ties and accessories.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Forms for Surfaces Exposed to View:
1.
Wood forms:
a.
5/8 or ¾-inch 5-ply structural plywood of concrete form grade.
b.
Built-in-place or prefabricated type panel.
2.
Metal forms:
a.
Metal forms may be used except for aluminum in contact with concrete.
b.
Forms to be tight to prevent leakage, free of rust and straight without
dents to provide members of uniform thickness.
B. Forms for Surfaces Not Exposed to View:
1.
Wood or metal sufficiently tight to prevent leakage.
2.
Do not use aluminum forms.
2.2 ACCESSORIES
A. Form Ties:
1.
Commercially fabricated for use in form construction.
a.
Field fabricated ties are unacceptable.
2.
Constructed so that ends or end fasteners can be removed without causing
spalling at surfaces of the concrete.
3.
Embedded portion of ties to be not less than 1-1/2-inch from face of concrete
after ends have been removed.
4.
Cone size:
a.
3/4 IN minimum diameter cones on both ends.
b.
Depth of cone not to exceed the concrete reinforcing cover.
5.
Provide ties with built-in waterstops in all walls that will be in contact with
process liquid during plant operation and below grade soil.
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6.
Through-wall ties that are designed to be entirely removed may be used for
walls that will be in contact with process liquid during plant operation
provided:
a.
Tie hole is plugged with:
1) X-Plug, by Greenstreak, Inc.
2) Or Equal.
b.
Tie hole plugs are to be installed in strict accordance with the
manufacturer’s printed installation instructions.
c.
Contractor provides and follows quality control plan for verifying proper
installation.
PART 3 - EXECUTION
3.1 PREPARATION
A. Form Surface Treatment:
1.
Before placing of reinforcing steel or concrete, cover surfaces of forms with
an approved release material that will effectively prevent absorption of
moisture and prevent bond with concrete, will not stain concrete or prevent
bonding of future finishes.
a.
A field applied form release agent or sealer of approved type or a factory
applied nonabsorptive liner may be used.
2.
Do not allow excess form release material to stand in puddles in forms nor in
contact with hardened concrete against which fresh concrete is to be placed.
B. Provide temporary openings at base of column and wall forms and at other points
where necessary to facilitate cleaning and observation immediately before
concrete is placed, and to limit height of free fall of concrete to prevent aggregate
segregation.
1.
Temporary openings to limit height of free fall of concrete shall be spaced no
more than 8-feet apart.
C. Clean surfaces of forms, reinforcing steel and other embedded materials of any
accumulated mortar or grout from previous concreting and of all other foreign
material before concrete is placed.
3.2 ERECTION
A. Install products in accordance with manufacturer's instructions.
B. Tolerances:
1.
Conform to ACI 117.
2.
Variation from plumb:
a.
In lines and surfaces of columns, piers, walls, and in risers.
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1) Maximum in any 10-feet of height: ¼-inch.
2) Maximum for entire height: ½-inch.
b.
For exposed corner columns, control-joint grooves, and other exposed to
view lines:
1) Maximum in any 20-feet length: ¼-inch.
2) Maximum for entire length: ½-inch.
3.
Variation from level or from grades specified:
a.
In slab soffits, ceilings, beam soffits and in arises, measured before
removal of supporting shores.
1) Maximum in any 10-feet of length: ¼-inch.
2) Maximum in any bay or in any 20-feet length: 3/8-inch.
3) Maximum for entire length: 3/4-inch.
b.
In exposed lintels, sills, parapets, horizontal grooves, and other exposed
to view lines:
1) Maximum in any bay or in 20-feet length: 1/4-inch.
2) Maximum for entire length: 1/2-inch.
4.
Variation of linear structure lines from established position in plan and
related position of columns, walls, and partitions:
a.
Maximum in any bay: 1/2-inch.
b.
Maximum in any 20-feet of length: 1/2-inch.
c.
Maximum for entire length: 1-inch.
5.
Variation in sizes and location of sleeves, floor openings, and wall openings:
a.
Maximum of +1/2-inch.
6.
Variation in horizontal plan location of beam, column and wall centerlines
from required location: Maximum of +1/2-inch.
7.
Variation in cross sectional dimensions of columns and beams and in
thickness of slabs and walls: Maximum of -1/4-inch, +1/2-inch.
8.
Footings and foundations:
a.
Variations in concrete dimensions in plan: -1/2-inch, +2-inch.
b.
Misplacement or eccentricity:
1) 2-percent of footing width in direction of misplacement but not
more than 2-inch.
c.
Thickness:
1) Decrease in specified thickness: 5-percent.
2) Increase in specified thickness: No limit except that which may
interfere with other construction.
9.
Variation in steps:
a.
In a flight of stairs:
1) Rise: +1/-inch.
2) Tread: +1/4-inch.
b.
In consecutive steps:
1) Rise: +1/16-inch.
2) Tread: +1/8-inch.
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10. Establish and maintain in an undisturbed condition and until final completion
and acceptance of Project, sufficient control points and bench marks to be
used for reference purposes to check tolerances.
11. Regardless of tolerances listed allow no portion of structure to extend beyond
legal boundary of Project.
12. To maintain specified tolerances, camber formwork to compensate for
anticipated deflections in formwork prior to hardening of concrete.
C. Make forms sufficiently tight to prevent loss of mortar from concrete.
D. Place 3/4-inch chamfer strips in exposed to view corners of forms to produce 3/4-
inch wide beveled edges.
E. At construction joints, overlap contact surface of form sheathing for flush surfaces
exposed to view over hardened concrete in previous placement by at least 1-inch.
1.
Hold forms against hardened concrete to prevent offsets or loss of mortar at
construction joint and to maintain a true surface.
2.
Where possible, locate juncture of built-in-place wood or metal forms at
architectural lines, control joints or at construction joints.
F. Where circular walls are to be formed and forms made up of straight sections are
proposed for use, provide straight lengths not exceeding 2-feet wide.
1.
Brace and tie formwork to maintain correct position and shape of members.
G. Construct wood forms for wall openings to facilitate loosening, if necessary, to
counteract swelling.
H. Anchor formwork to shores or other supporting surfaces or members so that
movement of any part of formwork system is prevented during concrete
placement.
I.
Provide runways for moving equipment with struts or legs, supported directly on
formwork or structural member without resting on reinforcing steel.
J.
Provide positive means of adjustment (wedges or jacks) of shores and struts and
take up all settlement during concrete placing operation.
1.
Securely brace forms against lateral deflection.
2.
Fasten wedges used for final adjustment of forms prior to concrete placement
in position after final check.
3.3 REMOVAL OF FORMS
A. No construction loads shall be supported on, nor any shoring removed from, any
part of the structure under construction except when that portion of the structure
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in combination with remaining forming and shoring system has sufficient strength
to safely support its weight and loads places thereon.
B. When required for concrete curing in hot weather, required for repair of surface
defects or when finishing is required at an early age, remove forms as soon as
concrete has hardened sufficiently to resist damage from removal operations or
lack of support.
C. Remove top forms on sloping surfaces of concrete as soon as concrete has attained
sufficient stiffness to prevent sagging.
1.
Perform any needed repairs or treatment required on such sloping surfaces at
once, followed by curing specified in Specification Section 03300, Cast-In-
Place Concrete.
D. Loosen wood forms for wall openings as soon as this can be accomplished
without damage to concrete.
E. Formwork for columns, walls, sides of beams, and other parts not supporting
weight of concrete may be removed as soon as concrete has hardened sufficiently
to resist damage from removal.
a.
For walls of water containing structures, leave forms in place for a
minimum of 48-hours.
F. Where no reshoring is planned, leave forms and shoring used to support weight of
concrete in place until concrete has attained its specified 28-day compressive
strength and the concrete Modulus of Elasticity has reached a value of (57,000
times the square root of f’c) unless otherwise approved in writing by the
ENGINEER.
1.
Where a reshoring procedure is planned, supporting formwork may be
removed when concrete has reached the concrete strength required by the
formwork designer's structural calculations.
G. When shores and other vertical supports are so arranged that non-load-carrying
form facing material may be removed without loosening or disturbing shores and
supports, facing material may be removed when concrete has sufficiently
hardened to resist damage from removal.
3.4 RESHORING
A. No construction loads shall be supported on, nor any shoring removed from, any
part of the structure under construction except when that portion of the structure
in combination with remaining forming and shoring system has sufficient strength
to safely support its weight and loads placed thereon.
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B. While reshoring is underway, no superimposed dead or live loads shall be
permitted on the new construction.
C. During reshoring do not subject concrete in structural members to combined dead
and construction loads in excess of loads that structural members can adequately
support.
D. Place reshores as soon as practicable after stripping operations are complete but in
no case later than end of working day on which stripping occurs.
E. Tighten reshores to carry their required loads without overstressing.
F. Shoring, reshoring and supporting formwork may be removed when concrete has
reached the concrete strength required by the formwork designer's structural
calculations.
G. For floors supporting shores under newly placed concrete leave original
supporting shores in place or reshore.
1.
Reshoring system shall have a capacity sufficient to resist anticipated loads.
2.
Locate reshores directly under a shore position above.
H. In multi-story buildings, extend reshoring over a sufficient number of stories to
distribute weight of newly placed concrete, forms, and construction live loads in
such a manner that design superimposed loads of floors supporting shores are not
exceeded.
3.5 FIELD QUALITY CONTROL
A. Special Inspection:
1.
See Specification Section 01416, Special Inspections.
2.
Special Inspection is required for:
a.
Shape, location, and dimensions.
1) Inspect in accordance with dimensions and details on Drawings
2) Frequency: Inspect periodically, prior to each concrete pour.
++ END OF SECTION ++
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SECTION 03200
CONCRETE REINFORCEMENT
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown, specified and
required to furnish and install concrete reinforcement.
2.
The extent of concrete reinforcement is shown.
3.
The Work includes fabrication and placement of reinforcement including bars,
ties and supports, and welded wire fabric for concrete, encasements and
fireproofing.
1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified:
1.
ASTM A82, Specification for Steel Wire, Plain, for Concrete Reinforcement.
2.
ASTM A184, Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement.
3.
ASTM A185, Specification for Steel Welded Wire Fabric, Plain, for Concrete
Reinforcement.
4.
ASTM A496, Specification for Steel Wire, Deformed, for Concrete
Reinforcement.
5.
ASTM A497, Specification for Steel Welded Wire Fabric, Deformed, for
Concrete Reinforcement.
6.
ASTM A615, Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement.
7.
ASTM A706, Specification for Low-Alloy Steel Deformed Bars for Concrete
Reinforcement.
8.
ASTM A775, Specification for Epoxy-Coated Reinforcing Steel Bars.
9.
ASTM A1022, Standard Specification for Deformed and Plain Stainless Steel
Wire and Welded Wire for Concrete Reinforcement.
10. ASTM A1064, Standard Specification for Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for Concrete.
11. ACI 315, Manual of Standard Practice for Detailing Reinforced Concrete
Structures.
12. ACI 318, Building Code Requirements for Structural Concrete.
13. ACI 350, Code Requirements for Environmental Engineering Concrete
Structures.
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PROJECT NAME:
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PROJECT NUMBER:
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14. ACI SP66, Detailing Manual.
15. ANSI/AWS D1.4, Structural Welding Code - Reinforcing Steel.
16. CRSI 1MSP, Concrete Reinforcing Steel Institute (CRSI) Manual of Standard
Practice.
B. Allowable Placing Tolerances: Comply with ACI 350, Chapter 7 - Details of
Reinforcement except as specified below and as shown per the Contract Drawings:
1.
Concrete surfaces which are in contact with liquids: 2-inches minimum
coverage.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
2.
Manufacturer's specifications and installation instructions for all materials and
reinforcement accessories.
3.
Drawings for fabrication, bending, and placement of concrete reinforcement.
Comply with ACI 315, Parts A and B. For walls, show elevations to a minimum
scale of 1/4-inch to one foot. For slabs, show top and bottom reinforcing on
separate plan views. Show bar schedules, stirrup spacing, diagrams of bent bars,
arrangements and assemblies, as required for the fabrication and placement of
concrete reinforcement unless otherwise noted. Splices shall be kept to a
minimum. Splices in regions of maximum tension stresses shall be avoided
whenever possible.
4.
Shop Drawings shall be in sufficient detail to permit installation of reinforcing
without reference to Contract Drawings.
a.
Shop Drawings shall not be prepared by reproducing the plans and details
indicated on the Contract Drawings but shall consist of completely redrawn
plans and details as necessary to indicate complete fabrication and
installation of all reinforcing steel.
b.
Where multiple types of supports for reinforcing steel (such as chairs,
runners, bolsters, and other types of supports) will be used in the Work,
clearly indicate on the Shop Drawings the support types and materials of
supports.
5.
Drawings detailing the location of all construction and expansion joints as
required under Section 03251, Concrete Joints, shall be submitted and approved
before Shop Drawings for reinforcing steel are submitted.
6.
Description of reinforcing weld locations and weld procedures.
7.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
CITY OF CHANDLER: Public Works and Utilities Department
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each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
B. Certificates:
1.
Submit one copy of steel producer's certificates of mill analysis, tensile and bend
tests for reinforcing steel.
2.
Submit certification of welders and weld procedures for splices in accordance
with ANSI/AWS D1.4 requirements.
1.4 DELIVERY, HANDLING AND STORAGE
A. Deliver concrete reinforcement materials to the site bundled, tagged and marked.
Use metal tags indicating bar size, lengths, and other information corresponding to
markings shown on placement diagrams.
B. Store concrete reinforcement material at the site to prevent damage and accumulation
of dirt or excessive rust. Store on heavy wood blocking so that no part of it will
come in contact with the ground.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Reinforcing Bars: ASTM A 615, and as follows:
1.
Provide Grade 60, deformed, for all bars, unless indicated otherwise.
B. Reinforcing Bars to be Welded: ASTM A706, Grade 60, deformed.
C. Mechanical Couplers: Reinforcement bars may be spliced with a mechanical
connection. This connection shall be a full mechanical connection which shall
develop in tension or compression, as required, at least 125 percent of specified yield
strength (fy) of the bar being spliced in accordance with ACI 318.
1.
Acceptable Manufacturers:
a.
Lenton Rebar Splicing by Erico, Inc.
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b.
Richmond dowel bar splicer system by Richmond Screw and Anchor Co.,
Inc.
c.
Bar-Grip Systems by Barsplice Products, Inc.
D. Steel Wire: ASTM A 82.
E. Welded Wire Reinforcement: ASTM A1064 or ASTM A1022 where noted on
Drawings.
1.
Furnish in flat sheets, not rolls.
F. Supports for Reinforcement: Bolsters, chairs, spacers and other devices for spacing,
supporting and fastening reinforcement in place.
1.
Use wire bar type supports complying with CRSI “Manual of Standard Practice”
recommendations, except as specified below. Do not use wood, brick, or other
unacceptable materials.
2.
For slabs on grade, use precast concrete blocks, 4-inch square in plan, with
embedded tie wire as specified by CRSI, “Manual of Standard Practice”. The
precast concrete blocks shall have the same or higher compressive strength as
specified for the concrete in which they are located.
3.
For all concrete surfaces, where legs of supports are in contact with forms,
provide supports complying with CRSI "Manual of Standard Practice" as
follows:
a.
At formed surfaces in contact with soil, weather, or liquid or located above
liquid, supports shall be CRSI Class 1 for maximum protection. The
plastic coating on the legs shall extend at least 1/2-inch upward from the
form surface.
b.
At interior dry surfaces (not located above liquid), supports shall be either
Class 1 or Class 2 for moderate protection.
c.
At formed surfaces with an architectural finish, use stainless steel protected
legs (Type B).
4.
Over waterproof membranes, use precast concrete chairs.
G. Drilled Dowels
1.
Drilled dowels shall consist of reinforcing bars anchored with an adhesive
system into hardened concrete or grout filled masonry. The adhesive system
shall use a two-component adhesive mix and shall be injected with a static
mixing nozzle following manufacturer’s written instructions. The embedment
depth of the reinforcing bar shall provide minimum allowable bond strength no
less than the allowable tensile capacity of the reinforcing bar, unless shown
otherwise on the Drawings.
2.
Drilled dowel anchoring systems shall have ultimate capacity no less than 125
percent of the yield strength of the reinforcing steel at an embedment of 12 bar
diameters.
3.
Product and Manufacturer: Provide one of the following:
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a.
HIT-RE 500-V3 Epoxy Adhesive Anchor System, by Hilti Inc.
b.
SET-3G Structural Epoxy-Tie Anchor System by Simpson Strong-Tie.
c.
Or equal.
2.2 FABRICATION
A. General: Fabricate reinforcing bars to conform to required shapes and dimensions,
with fabrication tolerances complying with CRSI, “Manual of Standard Practice”. In
case of fabricating errors, do not re-bend or straighten reinforcement in a manner that
will injure or weaken the material.
B. Unacceptable Materials: Reinforcement with any of the following defects will not be
permitted in the Work:
1.
Bar lengths, bends, and other dimensions exceeding specified fabrication
tolerances.
2.
Bends or kinks not shown on approved Shop Drawings.
3.
Bars with reduced cross-section due to excessive rusting or other cause.
C. Ship reinforcing to jobsite with attached plastic or metal tags.
1.
Place on each tag the mark number of the reinforcing corresponding to the mark
number indicated on the Shop Drawing.
2.
Mark numbers on tags to be so placed that the numbers cannot be removed.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine the substrate and the conditions under which concrete reinforcement is to be
placed, and notify ENGINEER, in writing, of unsatisfactory conditions. Do not
proceed with the Work until unsatisfactory conditions have been corrected in a
manner acceptable to ENGINEER.
3.2 INSTALLATION
A. Comply with the applicable recommendations of specified codes and standards, and
CRSI, “Manual of Standard Practice”, for details and methods of reinforcement
placement and supports.
B. Clean reinforcement to remove loose rust and mill scale, earth, ice, and other
materials which reduce or destroy bond with concrete.
C. Position, support, and secure reinforcement against displacement during formwork
construction or concrete placement operations. Locate and support reinforcing by
metal chairs, runners, bolsters, spacers and hangers, as required.
CITY OF CHANDLER: Public Works and Utilities Department
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1.
Place reinforcement to obtain the minimum concrete coverages as shown and as
specified in ACI 350. Arrange, space, and securely tie bars and bar supports
together with 16 gage wire to hold reinforcement accurately in position during
concrete placement operations. Set wire ties so that twisted ends are directed
away from exposed concrete surfaces.
2.
Prior to placement of concrete, demonstrate to ENGINEER that the specified
cover of reinforcement has been attained, by using a surveying level or string
line.
3.
Reinforcing steel shall not be secured to forms with wire, nails or other ferrous
metal. Metal supports subject to corrosion shall not touch formed or exposed
concrete surfaces.
D. Install welded wire fabric in as long lengths as practical. Lap adjoining pieces at
least one full mesh and lace splices with 16-gage wire. Do not make end laps
midway between supporting beams, or directly over beams of continuous structures.
Offset end laps in adjacent widths to prevent continuous laps.
E. Provide sufficient numbers of supports of strength required to carry reinforcement.
Do not place reinforcing bars more than 2-inches beyond the last leg of any
continuous bar support. Do not use supports as bases for runways for concrete
conveying equipment and similar construction loads.
F. Lap Splices:
1.
Provide standard reinforcement splices by lapping ends, placing bars in contact,
and tying tightly with wire. Comply with requirements shown for minimum lap
of spliced bars, shall be as shown on the Drawings
G. Mechanical Couplers:
1.
Mechanical butt splices shall be in accordance with the recommendation of the
manufacturer of the mechanical splicing device. Butt splices shall develop 125
percent of the specified minimum yield tensile strength of the spliced bars or of
the smaller bar in transition splices. Bars shall be flame dried before butt
splicing. Adequate jigs and clamps or other devices shall be provided to
support, align, and hold the longitudinal centerline of the bars to be butt spliced
in a straight line.
H. Welded Splices
1.
When permitted by the ENGINEER, in writing, all welding of reinforcing bars
shall conform to ANSI/AWS D1.4. Preheating and rate of cooling requirements
shall be based on bar steel chemistry and ANSI/AWS D1.4 requirements.
Welded splices shall be sized and constructed to transfer a minimum of 125
percent of the specified minimum yield tensile strength of the spliced bars or of
the smaller bar in transition splices. Unless otherwise permitted by the
CITY OF CHANDLER: Public Works and Utilities Department
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ENGINEER, welding of crossing bars (tack welding) for assembly of
reinforcement is prohibited.
2.
Welding of wire to wire, and of wire or welded wire fabric to reinforcing bars or
structural steels, shall conform to applicable provisions of ANSI/AWS D1.4 and
any supplementary requirements by the ENGINEER for the particular
application.
3.
After completion of welding on coated reinforcing bars, coating damage shall be
repaired as specified herein. All welds and all steel splice members when used
to splice bars shall be coated with the same material used for repair of coating
damage.
I.
Drilled Dowels
1.
Drilled dowels shall be reinforcing dowels set in a resin adhesive in a hole
drilled into hardened concrete.
2.
Holes shall be drilled to the adhesive anchor system manufacturer’s recom-
mended diameter and depth to develop the required pullout resistance but shall
not be greater in diameter than 1/4-inch more than the nominal bar diameter nor
less than 12 times the nominal bar diameter in depth.
3.
The hole shall be drilled by methods which do not interfere with the proper
bonding of the resin. Only masonry type drill bits shall be used.
4.
Existing reinforcing steel in the vicinity of proposed holes shall be located prior
to drilling. The location of holes to be drilled shall be adjusted to avoid drilling
through or nicking any existing reinforcing bars only after approval by the
ENGINEER.
5.
The hole shall be brushed (non-metallic bristle brush only) and blown clean with
clean, dry compressed air to remove all dust and loose particles.
6.
Resin shall be injected into the hole through the injection system-mixing nozzle
(and any necessary extension tubes) placed to the bottom of the hole. The
discharge end shall be withdrawn as resin is placed but kept immersed to prevent
formation of air pockets. The hole shall be filled to a depth that ensures that
excess material is expelled from the hole during dowel placement.
7.
Dowels shall be twisted during insertion into the partially filled hole so as to
guarantee full wetting of the bar surface with resin. The bar shall be inserted
slowly enough to avoid developing air pockets.
3.3 INSPECTION OF REINFORCEMENT
A. Reinforcement Congestion and Interferences:
1.
Notify ENGINEER whenever the specified clearances between bars cannot be
met.
2.
Do not place any concrete until the ENGINEER submits a solution to
reinforcing congestion problem.
3.
Reinforcing may be moved as necessary to avoid interference with other
reinforcing steel, conduits, or embedded items.
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PROJECT NAME:
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4.
If bars are moved more than one bar diameter, obtain ENGINEER’S approval of
resulting arrangement of reinforcing.
5.
No cutting of reinforcing shall be done without written approval of ENGINEER.
B. Concrete shall not be placed until the reinforcing steel is inspected and permission
for placing concrete is granted by ENGINEER. All concrete placed in violation of
this provision will be rejected.
C. Formwork for walls and other vertical members will not be closed up until the
reinforcing steel is inspected and permission for placing concrete is granted by
ENGINEER. All concrete placed in violation of this provision will be rejected.
D. Testing of Drilled Dowels:
1.
Employ the services of an independent testing laboratory to perform field quality
testing of installed drilled dowels. A minimum of 10 percent (but no less than
15 dowels) shall be chosen at random by the testing laboratory and confirmed by
the ENGINEER. Unless otherwise directed by the ENGINEER, drilled dowels
shall be tensioned to twice the manufacturer’s rated capacity of the anchor.
Where dowels are located less than eight dowel diameters from the edge of
concrete the ENGINEER will determine the tensile load required for the test.
2.
Provide access for the testing agency to places where Work is being produced so
that required inspection and testing can be accomplished.
3.
CONTRACTOR shall be responsible for the failure of any drilled dowel. If any
dowel fails, the testing shall be increased to 100 percent.
4.
Correct improper workmanship, remove and replace, or correct as directed by
the ENGINEER, all drilled dowels found unacceptable or deficient, at no
additional cost to the OWNER.
5.
Pay for all corrections and subsequent tests required to confirm the integrity of
the drilled dowels.
6.
The independent testing and inspection agency shall complete a report for each
area. The report shall summarize the observations made by the Inspector and be
submitted to the ENGINEER.
E. Inspection of Welded Splices: Employ a testing agency to perform field quality
control testing of the welded splices. All welded splices shall be visually inspected.
A minimum of five percent of butt splice welds shall be radiographically tested. Any
weld which is deficient in any way shall be repaired to be completely sound at the
CONTRACTOR’S expense.
F. Special Inspection:
1.
See Section 01416.
2.
Special Inspection is required for:
a.
Reinforcing size, spacing, lap length and concrete cover.
1) Inspect in accordance with Drawings and Specification.
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2) Frequency: Inspect prior to each concrete pour.
b.
Drilled dowel adhesive anchoring system:.
1) Inspect in accordance with ICC-ES report.
2) Frequency:
a)
Inspect all adhesive anchors for the first 4 HRs of installation.
b) Inspect approximately 25 PCT of adhesive anchors thereafter.
c)
Additional inspection will be required for different installer or if
the quality of installation appears to vary.
c.
Mechanical splices.
1) Inspect in accordance with ICC-ES report.
2) Frequency:
a)
Inspect all mechanical splices prior to placing concrete.
b) Inspect approximately 25 PCT of mechanical splices thereafter.
c)
Additional inspection will be required for different installer or if
the quality of installation appears to vary.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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SECTION 03251
CONCRETE JOINTS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown, specified and
required to furnish and install concrete joints.
2.
The types of concrete joints required include the following:
a.
Construction joints.
b.
Expansion joints.
c.
Control joints.
d.
Isolation joints.
e.
Waterstops.
B. General: All joints subject to hydrostatic pressure or in contact with soil, except non-
water bearing slabs-on-grade, shall be provided with continuous waterstop.
1.2 QUALITY ASSURANCE
A. Standard Specifications Details:
1.
Conform all applicable requirements of Sections No. 505 and 729 of the
Uniform Standard Specifications for Public Works Construction by the
Maricopa Association of Governments (MAG) as supplemented by the City of
Chandler. Where there is a conflict between MAG Standard Specifications as
supplemented by the City of Chandler and this Specification, provisions of this
Specification shall govern.
B. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified:
1.
ACI 301, Standard Specifications for Structural Concrete.
2.
ASTM C 920, Standard Specification for Elastomeric Joint Sealants.
3.
ASTM D 412, Test Methods for Vulcanized Rubber and Thermoplastic Rubbers
and Thermoplastic Elastomers-Tension.
4.
ASTM D 471, Standard Test Method for Rubber Property—Effect of Liquids.
5.
ASTM D 624, Test Method for Tear Strength of Conventional Vulcanized
Rubber and Thermoplastic Elastomers.
6.
ASTM D 994, Standard Specification for Preformed Expansion Joint Filler for
Concrete (Bituminous Type).
7.
ASTM D 1056, Standard Specification for Flexible Cellular Materials-Sponge
or Expanded Rubber.
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8.
ASTM D 1751, Standard Specification for Preformed Expansion Joint Filler for
Concrete Paving and Structural Construction (Nonextruding and Resilient
Bituminous Types).
9.
ASTM D 1752, Standard Specification for Preformed Sponge Rubber and Cork
Expansion Joint Fillers for Concrete Paving and Structural Construction.
10. ASTM D 2240, Test Method for Rubber Property – Durometer Hardness.
11. CRD-C572, U.S. Army Corps of Engineers Specifications for Polyvinyl-
Chloride Waterstop.
C. All manufactured items shall be installed in accordance with manufacturer's
instructions.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
2.
Manufacturer's specifications and installation instructions for all materials
required.
3.
Layout of all construction and expansion joint locations prior to the submittal of
steel reinforcement Shop Drawings.
4.
Drawing indicating location, size and type of prefabricated waterstop joints.
5.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. All materials used for joints in concrete shall be stored on platforms or in enclosures
and covered to prevent contact with the ground and exposure to the weather and
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direct sunlight. Storage and handling requirements of the manufacturer shall also be
followed.
PART 2 - PRODUCTS
2.1 GENERAL
A. Subject to compliance with the Contract Documents, the manufacturers listed in this
article are acceptable.
2.2 WATERSTOPS, PVC TYPE
A. Acceptable manufacturers:
1.
Sika Greenstreak Plastic Products.
2.
W.R Meadows.
3.
Vinylex Corporation.
4.
Bometals, Inc.
5.
Or equal.
B. Materials:
1.
Virgin polyvinyl chloride compound not containing scrap or reclaimed materials
or pigment.
2.
Cast-in-place type: USACE CRD-572.
3.
Approved profiles as listed.
a.
Construction joints:
1) Ribbed: 6 inches wide by 3/8 inch.
2) Sika Greenstreak Plastic Products Style #679, or equal.
b.
Control joints:
1) 6-inch wide by 3/8 inch thick with ribs and center bulb.
2) Sika Greenstreak Plastic Products Style #705, or equal.
c.
Expansion joint:
1) 9 inches wide by 3/8 inch thick center bulb two inch outside diameter.
2) Sika Greenstreak Plastic Products Style #700, or equal.
4.
Provide factory-made waterstop fabrications at all changes in direction,
intersections and transitions, leaving only straight butt splices for the field. Butt
welds to be a minimum six inches clear of the intersection.
5.
Factory prepunched (less than 1.5 feet on centers, each edge, staggered) for wire
supports.
a.
Provide hog rings or grommets at all punched holes along the length of the
waterstop.
6.
See Drawings for application and other requirements.
C. Waterstops, TPE/TPV:
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1.
Acceptable manufactures:
a.
JP Specialties, Inc.
b.
Westec.
c.
Or equal.
2.
Materials:
a.
Synthetic rubber with high resistance to oils solvents and aggressive
chemicals.
b.
Material shall allow not more than 35 percent maximum change in material
properties after seven day exposure to selected chemicals, in accordance
with ASTM D471.
c.
Waterstop shall be resistant to the following chemicals:
1) Diesel fuel.
D. Waterstops, Preformed Strip Type:
1.
Acceptable manufacturers:
a.
Sika Greenstreak Plastics, Inc. (Hydrotite).
b.
Adeka Ultra Seal USA (MC-2010MN).
c.
DeNeef (Swellseal 2010).
d.
Or equal.
2.
Hydrophilic, non-bentonite composition.
3.
Manufactured solely for the purpose of preventing water from traveling through
construction joints.
4.
Volumetric expansion limited to three times maximum.
5.
See the Drawings for locations, applications, and other requirements.
E. Water Swelling Sealant:
1.
Required adhesive for use with strip-type waterstop.
2.
Compatible with strip-type waterstop.
3.
Single component, gun applied.
4.
Moisture cured.
5.
Minimum 70 percent volumetric expansion swelling capability.
2.3 CONCRETE CONSTRUCTION JOINT ROUGHENER
A. Provide a water-soluble non-flammable, surface-retardant roughener.
B. Product and Manufacturer: Provide one of the following:
1.
Rugasol-S, as manufactured by Sika Corporation for horizontal joints only.
2.
Concrete Surface Retarder-Formula S, as manufactured by Euclid Chemical
Company, for horizontal joints only.
3.
Concrete Surface Retarder-Formula F, as manufactured by Euclid Chemical
Company, for vertical joints only.
4.
Or equal.
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2.4 EPOXY BONDING AGENT
A. Provide a two-component epoxy-resin bonding agent.
B. Product and Manufacturer: Provide one of the following:
1.
Sikadur 32 Hi-Mod LPL, as manufactured by Sika Corporation.
2.
Eucopoxy LPL, as manufactured by the Euclid Chemical Company.
3.
Or equal.
2.5 EPOXY-CEMENT BONDING AGENT
A. Provide a three component epoxy resin-cement blended formulated as a bonding
agent.
B. Product and Manufacturer: Provide one of the following:
1.
Sika Armatec 110 EpoCem, as manufactured by Sika Corporation.
2.
Corr-Bond, as manufactured by the Euclid Chemical Company.
3.
Or equal.
2.6 RUBBER BONDING AGENT
A. Product and Manufacturer: Provide one of the following:
1.
Scotch-Grip 1300 Rubber Adhesive, as manufactured by 3M Company.
2.
Or equal.
2.7 ASPHALT EXPANSION JOINT FILLERS
A. Acceptable manufacturers:
1.
W.R Meadows.
2.
J and P Petroleum Products.
3.
Or equal.
B. Materials: ASTM D994.
2.8 FIBER EXPANSION JOINT FILLERS
A. Materials: ASTM D1751.
2.9 PREFORMED EXPANSION JOINT FILLER
A. Materials: ASTM D 1752, Type I (sponge rubber) or Type II (cork).
2.10 NEOPRENE EXPANSION JOINT FILLERS
A. Acceptable manufacturers:
1.
Permaglaze.
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2.
Rubatex.
3.
Williams Products.
4.
Or equal.
B. Materials:
1.
Closed cell neoprene.
2.
ASTM D1056, Type 2, Class A or C.
3.
Grade: Compression deflection as required to limit deflection to 25 percent of
joint thickness under pressure from concrete pour height.
2.11 JOINT SEALANT
A. Sealant used in expansion joints and other locations where it is shown and which will
be subject to being submerged by water for any period of time shall be a two part
polyurethane type sealant meeting the requirements of ASTM C 920, Type M, Class
25. The sealant shall be specially formulated for continuous submerged conditions.
The manufacturer's recommended primer must be used with the sealant.
B. The sealant shall meet the following requirements (measured at 73 degrees F and 50
percent RH):
1.
Ultimate hardness (ASTM D 2240, Type A, Shore): 20 to 45.
2.
Tensile strength (ASTM D 412): 200 psi, minimum.
3.
Ultimate elongation (ASTM D 412): 400 percent, minimum.
4.
Tear strength (ASTM D 624, die C): 75 pounds per inch of thickness, minimum.
5.
Color: light gray.
C. Product and Manufacturer: Provide one of the following:
1.
Permapol RC-270 Reservoir Sealant, as manufactured by Products Research and
Chemical Corporation.
2.
Sikaflex-2c, as manufactured by Sika Corporation.
3.
Or equal.
2.12 SEALANT ACCESSORIES
A. Backer Rod: Backer rod shall be an extruded closed-cell polyethylene foam rod. The
material shall be compatible with the sealant material used and shall have a tensile
strength of not less than 40 psi and a compression deflection of approximately 25
percent at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width at
joints less than 3/4-inch wide and 1/4-inch larger in diameter at joints 3/4-inch and
wider.
B. Bond Breaker Tape: Bond breaker shall be polyethylene or TFE-fluorocarbon self
adhesive tape, as recommended by the manufacturer.
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PART 3 - EXECUTION
3.1 INSPECTION
A. Examine the substrate and the conditions under which Work is to be performed and
notify ENGINEER, in writing, of unsatisfactory conditions. Do not proceed with the
Work until unsatisfactory conditions have been corrected in a manner acceptable to
ENGINEER.
3.2 JOINTS AND EMBEDDED ITEMS
A. Construction Joints - General:
1.
Provide joints at locations as shown or indicated on the Drawings or as shown
on approved Shop Drawings approved by ENGINEER or in an appropriate
Contract modification.
a.
Where construction joint spacing shown on the Drawings exceeds the joint
spacing indicated in Paragraph B. below, submit proposed construction
joint location in conformance with this Section.
2.
Unplanned construction joints are unacceptable.
a.
If concrete cannot be completely placed between planned construction
joints, then it must be removed.
3.
In general, locate joints near middle of spans of slabs, beams and girders unless
a beam intersects a girder at this point, in which case, offset joint in girder a
distance equal to twice the width of the beam.
4.
Locate joints in walls and columns at underside of floors, slabs, beams, or
girders, and at tops of foundations or floor slabs, unless shown otherwise.
a.
At Contractor's option, beam pockets may be formed into concrete walls.
b.
Size pockets to allow beam reinforcing to be placed as detailed on the
Drawings.
5.
Place beams, girders, column capitals and drop panels at same time as slabs.
6.
Make joints perpendicular to main reinforcement with all reinforcement
continuous across joints.
7.
Provide the following joints unless shown or indicated otherwise on the
Drawings:
a.
Roughen joints: horizontal and vertical construction joints.
8.
Roughen construction joints:
a.
Clean the previously hardened concrete interface and remove all laitance.
b.
Intentionally roughen the interface to a full amplitude of 1/4 inch.
c.
Provide recessed flat surface as required to install strip type waterstops.
9.
Minimum time before placement of adjoining concrete construction:
a.
All concrete: 60 hours, unless otherwise noted.
B. Construction Joints - Spacing Unless Otherwise Specified:
1.
Structures not intended to contain liquid:
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a.
Wall vertical construction joints:
1) 50 feet maximum on centers.
2) At wall intersections, 4 feet minimum from corner.
b.
Base slab, floor, and roof slab construction joints:
1) Placements to be approximately square and not to exceed 4,000 square
feet.
2) Maximum side dimension of a slab pour shall be 90 feet.
2.
Water retaining structures:
a.
Wall vertical construction joints:
1) 30 feet maximum on centers.
2) At wall intersections, 10 feet minimum from corner.
b.
Wall horizontal construction joints: 18 feet on centers.
c.
Walls that are thicker than 18 inches may be poured up to 24 feet tall in one
pour provided the following requirements are satisfied:
1) A test wall of similar size, height and thickness will be poured to
demonstrate the quality of the concrete work.
2) The test wall will be located as a portion of a non-water retaining wall.
a)
The test wall will include a waterstop at the bottom of the wall.
b) Alternatively, a separate test wall, not part of the final Work, may
be constructed.
3) The concrete placement and concrete quality of the test wall will be
observed by the ENGINEER.
a)
Concrete will be judged on the following:
i) Ability to keep bottom of the pour clean and free from trash
and debris.
ii) Ability to protect the waterstop from folding over due to the
force of falling concrete.
iii) Ability to properly consolidate all concrete in the wall pour,
including below formed openings.
4) ENGINEER will evaluate the Contractor’s work and may accept taller
concrete wall pours if concrete quality is acceptable.
5) Preparation for all subsequent wall pours over 18 feet tall must be the
same as the preparation of the test wall.
6) Should the quality of concrete work on subsequent wall pours be
judged inadequate, when compared to the original accepted test wall,
the Contractor may be directed to limit wall pour heights to 18 feet as
originally specified.
7) Should the quality of concrete work on the test wall be judged
inadequate, additional test walls will not be observed and judged to
allow pour heights greater than 18 feet unless approved by
ENGINEER.
d.
Floor slab, construction joints:
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1) Placements to be approximately square and not to exceed 2,000 square
feet.
2) Maximum side dimension of a slab pour to be less than:
a)
Twice the length of the short side.
b) 60 feet.
e.
Elevated slab construction joints:
1) Placements to be approximately square and not to exceed 4,000 square
feet.
2) Maximum side dimension of a slab pour to be less than:
a)
Twice the length of the short side.
b) 70 feet.
C. Construction Joints - Bonding:
1.
Obtain bond between concrete pours at construction joints by thoroughly
cleaning and removing all laitance from construction joints.
2.
Before new concrete is placed, all construction joints shall be coated with
cement grout, or dampened, as indicated below:
3.
Roughen construction joints:
a.
Roughen the surface of the concrete to expose the coarse aggregate
uniformly with 1/4 inch minimum amplitude.
1) Remove laitance, loosened particles of aggregate or damaged concrete
at the surface.
b.
Cover the hardened concrete of horizontal joints with a coat of cement
grout of similar proportions to the concrete, except provide fine aggregate
in lieu of coarse aggregate.
c.
Provide 2 inches to 5 inches layer of grout in bottoms of walls with
waterstops. Place grout immediately before placing concrete.
d.
Place fresh concrete before the grout has attained its initial set.
1) Vibrate grout and first layer of concrete simultaneously to commingle
the materials.
e.
At Contractor’s option, 1/4 inch minimum amplitude may be created by
utilizing a chemical retarder placed on the formed surface of the concrete in
conjunction with power washing.
1) See Paragraph 2.3 for product information.
D. Slab On Grade Joints:
1.
Construction joints:
a.
Locate construction and control joints in slabs on grade as shown or
indicated on the Drawings.
b.
Construction joints act as control joints.
2.
Control joints:
a.
Provide contraction (control) joints as indicated.
b.
If not shown, provide along column centerlines.
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c.
Where column centerline spacing or spacing between column centerlines
and walls exceeds 20 feet, provide an intermediate joint at intervals not
exceeding 20 feet.
d.
Locate joints to produce panels that are as square as possible with length
not exceeding 1.5 times width.
e.
Also provide joints where change in slab width occurs, such as at block-
outs, pits, etc.
f.
If saw cut joints are required or permitted, time cutting properly with set of
concrete by one of the following methods:
1) A conventional saw, cutting as soon as possible after final finishing
when cutting action will not tear, ravel, abrade, or otherwise damage
surface and before concrete develops random contraction cracks. Cut
to a depth of 1/4 slab thickness or 1/3 slab thickness if steel-fiber or
structural synthetic macro fiber reinforcement is used.
2) An early entry saw beginning immediately after final finishing when
cutting action will not tear, ravel, abrade, or otherwise damage surface
and before concrete develops random contraction cracks.
a)
Remove debris in path of cut and under skid plate before cutting.
Skid plate must remain flat on surface.
b) Use early entry saw blades and skid plates.
c)
Install early entry joint protector at saw-cut intersection prior to
cross-cut.
d) Remove dry powder without disturbing finish.
e)
Avoid traffic across saw cut until sufficient strength is gained to
protect joint edges.
3) Complete before shrinkage stresses become sufficient to produce
cracking.
E. Isolation joints:
1.
Wherever a sidewalk or other slab on grade abuts a concrete structure and is not
shown doweled into that structure, an isolation joint shall be provided. Such
joint shall be formed by a 1/2-inch joint filler with the upper 1/2-inch of the joint
filled with sealant unless otherwise indicated on the Drawings.
F. Expansion Joints:
1.
Do not allow reinforcement or other embedded metal items bonded to concrete
(except smooth dowels bonded on only one side of joint) to extend continuously
through an expansion joint.
2.
Use neoprene expansion joint fillers, unless shown or indicated otherwise on the
Drawings.
3.
Locate and install expansion joints as shown. Install joint filler in accordance
with manufacturer's instructions. Sealants shall be installed as specified herein.
G. Waterstops - General:
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1.
Waterstop shall be continuous with splices in accordance with manufacturer's
instructions and create water tight joints.
2.
Do not mix different types of waterstop materials in the same structure without
approval from the ENGINEER unless shown or indicated on the Drawings.
3.
Preformed strip type:
a.
Locate waterstop at center of wall, unless shown or indicated otherwise on
the Drawings.
1) Maintain at least three inches from edge of concrete or as
recommended by manufacturer.
b.
Install in a bed of swelling sealant on smooth surface of hardened concrete
by use of nails, adhesive or other means as recommended by manufacturer
to prevent movement of waterstop during placement of concrete.
c.
Roughened joints shall be specially prepared during concrete placement to
provide smooth surface for proper water stop installation.
d.
Use in joints against existing concrete where shown or indicated on the
Drawings.
4.
PVC/ TPE/TPV waterstops:
a.
Pre-position waterstop accurately in joints, with adequate clearance from all
reinforcing. Do not push waterstop into wet concrete.
b.
Secure waterstops in correct position using hog rings or grommets spaced
no more than 1.5 feet maximum staggered along each edge full length and
passed through the edge of the waterstop.
1) Tie wire to adjacent reinforcing.
c.
Provide retrofit waterstops with batten bars, anchors and adhesive gel as
specified by manufacturer.
d.
Hold horizontal waterstops in place with continuous supports.
e.
Install according to manufacturer's instructions.
1) Do not displace reinforcement from required location.
f.
Splice ends and intersections with perpendicular butt splice using electrical
splicing iron in accordance with manufacturer's instructions.
1) Use factory fabricated "T" and corner intersection fittings.
2) Field splice straight runs of material.
g.
Unless otherwise noted, provide for construction joints in new construction
for all structures indicated on the Drawings.
H. Other Embedded Items:
1.
Place sleeves, inserts, anchors, and embedded items required for adjoining work
or for its support, prior to initiating concreting.
2.
Do not route electrical conduit, drains, or pipes in concrete slabs, walls,
columns, foundations, beams or other structural members unless approved by
ENGINEER.
I.
Placing Embedded Items:
1.
Support against displacement.
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2.
Fill voids in sleeves, inserts and anchor slots temporarily with readily removable
material to prevent entry of concrete into voids.
3.
Provide adequate means for anchoring waterstop in concrete.
a.
Provide means to prevent waterstops in the forms from being folded over
by the concrete as it is placed.
3.3 BONDING AGENT
A. Use epoxy bonding agent for bonding of fresh concrete to concrete that has been in
place for at least 60 days or to existing concrete.
B. Use epoxy-cement bonding agent for the following:
1.
Bonding toppings and concrete fill to concrete that has been in place for at least
60 days or to existing concrete.
2.
For all locations where bonding agent is required and concrete cannot be placed
within the open time period of epoxy bonding agent.
3.
Bonding of horizontal construction joints where these are required by the
Drawings or approved by ENGINEER for foundation mats that are five feet
thick or greater.
C. Use a cement-water slurry as a bonding agent for toppings and concrete fill to new
concrete. The cement water slurry shall be worked into the surface with a stiff bristle
broom and concrete shall be placed before the cement-water slurry dries.
D. Handle and store bonding agent in compliance with the manufacturer's printed
instructions, including safety precautions.
E. Mix the bonding agent in complete accordance with the instructions of the
manufacturer.
F. Before placing fresh concrete, thoroughly roughen and clean hardened concrete
surfaces and coat with bonding agent not less than 1/16-inch thick. Place fresh
concrete while the bonding agent is still tacky (within its open time), without
removing the in-place bonding agent coat, and as directed by the manufacturer.
3.4 SEALANT INSTALLATION
A. Sealants shall be installed according to the manufacturer’s recommendations for
sealant which is to be subjected to continuous submerged conditions and the
following requirements. Prior to sealant installation, arrange to have a representative
of the sealant manufacturer instruct the crew doing the Work as to the proper
methods of surface preparation, mixing, and application of the sealant.
B. Surfaces to receive sealant shall be cleaned of all materials which could interfere with
proper bonding. Concrete surfaces shall have all fins or other defects removed or
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repaired and shall receive a light abrasive blasting prior to priming and sealant
application. All surfaces to receive sealant shall be completely dry.
C. Spaces to receive sealant shall be filled with joint filler as shown. Where not shown,
the space shall be filled with joint filler or a backer rod so that the depth of sealant
does not exceed the width of the space. Where the bottom of the space to receive
sealant is formed by a material other than backer rod, a bond breaker tape shall be
placed. The maximum sealant depth, at middle of the joint width, shall be 1/2-inch.
D. The primer and sealant used shall be supplied by the same manufacturer. No sealant
shall be placed without the use of a primer.
E. Self-leveling sealants shall only be used in joints with a slope less than 0.5 percent
and where maximum and minimum sealant depths can be maintained. Non-sag
sealant shall be used at all other locations and may be used instead of self-leveling
sealant. All non-sag sealant shall be tooled to a uniform concave surface before
skinning and curing begins.
F. Sealant material shall be conditioned to be within the optimum temperature range
recommended by the manufacturer for installation for a minimum of 16 hours prior to
installation. Installation shall proceed only when the substrate is at a temperature
recommended by the manufacturer. Sealant shall not be placed if there is a threat of
imminent rainfall. Submit a letter certifying that the applied sealants were installed
in accordance with the manufacturer’s recommendations, including temperature,
relative humidity, etc.
G. All joints to receive sealant shall be inspected by the ENGINEER prior to sealant
placement.
H. All sealant shall achieve final cure at least seven days before the structure is filled
with water.
I.
Any sealant which, after the manufacturer's recommended curing time for the job
conditions, fails to fully and properly cure shall be completely removed. The
surfaces to receive sealant shall be completely cleaned of all traces of the improperly
cured sealant and primer. The specified sealant shall then be reinstalled. All costs of
such removal, surface treatment, and reinstallation shall be at the expense of
CONTRACTOR.
3.5 FIELD QUALITY CONTROL
A. Special Inspection:
1.
See Section 01416.
2.
Special Inspection (non-code required) is required for:
a.
Concrete Joints:
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1) Inspect concrete joints for proper joint type, dimensions, reinforcing,
dowel alignment, surface preparation and location.
2) Frequency: Prior to each concrete pour.
b.
Waterstops:
1) Visually inspect waterstops for proper location, continuity, installation
to prevent displacement, cleanliness and damage to waterstop.
2) Frequency:
a)
Prior to each concrete pour
3) Testing PVC/TPE/TPV Waterstop Joints:
a)
Samples of field fabricated waterstop butt joints may be selected
at random by the ENGINEER for testing by a laboratory at the
CONTRACTOR'S expense.
i) When tested, they shall have a tensile strength across the
joints equal to at least 600 psi.
B. Supplier’s Onsite Services:
1.
Waterstop manufacturer's representative shall provide on-site training of
waterstop installation, field splicing, welding and inspection procedures prior to
construction.
++ END OF SECTION ++
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SECTION 03252
ANCHORAGE IN CONCRETE
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified, and required to furnish and install anchor bolts, concrete
anchors (adhesive and expansion anchors), and concrete inserts.
B. Coordination: This Section includes all bolts, anchors and inserts required for the
Work but not specified under other Sections.
C. The types of work using anchor bolts and anchors drilled into concrete includes, but
is not limited to, the following:
1.
Structural members and accessories.
2.
Metal, wood, and plastic fabrications.
3.
Equipment.
4.
Sluice and slide gates.
5.
Stop log frames
6.
Piping.
7.
Grating and floor plate.
1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with the applicable provisions and recommendations
of the following, except as otherwise shown and specified.
1.
ACI 318, Building Code Requirements for Structural Concrete and
Commentary.
2.
ACI 355.2, Seismic Testing of Post-Installed Concrete and Masonry Anchors in
Cracked Concrete.
3.
ACI 355.4, Qualification of Post-Installed Adhesive Anchors in Concrete.
4.
American Concrete Institute/Concrete Reinforcing Steel Institute (ACI-CRSI):
a.
Adhesive Anchor Installation Certification Program: Adhesive Anchor
Installer.
5.
ASTM A 36, Specification for Structural Steel.
6.
ASTM A 108, Standard Specification for Steel Bar, Carbon and Alloy, Cold-
Finished.
7.
ASTM A 123, Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products.
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8.
ASTM A 153, Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware.
9.
ASTM A 307, Specification for Carbon Steel Bolts and Studs, 60,000 psi
Tensile Strength.
10. ASTM A 484/A 484M, Specification for General Requirements for Stainless
and Heat-Resisting Steel Bars, Billets and Forgings.
11. ASTM A 525, Specification for General Requirements for Steel Sheet, Zinc-
Coated (Galvanized) by the Hot-Dip Process.
12. ASTM A 536, Specification for Ductile Iron Castings.
13. ASTM A 570/A 570M, Specification for Structural Steel, Sheet and Strip,
Carbon, Hot-Rolled.
14. ASTM B 633, Specification for Electrodeposited Coatings of Zinc on Iron and
Steel.
15. ASTM F 593, Specification for Stainless Steel Bolts; Hex Cap Screws, and
Studs.
16. ASTM F 1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-
ksi Yield Strength.
17. ASTM F 2329, Standard Specification for Zinc Coating, Hot-Dip, Requirements
for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and
Special Threaded Fasteners
18. Federal Specification, FF-S-325 for Concrete Expansion Anchors.
19. Federal Specifications, WW-H-171E for Malleable Iron.
20. ICC Evaluation Service (ICC-ES):
a.
AC193, Acceptance Criteria for Mechanical Anchors in Concrete
Elements.
b.
AC308, Acceptance Criteria for Post-Installed Adhesive Anchors in
Concrete Elements.
B. Expansion anchors and inserts shall be ICBO, UL, or FM approved.
C. Qualifications:
1.
Anchor designer for Contractor-designed post-installed anchors and cast in place
anchorage shall be a professional civil engineer licensed in the State of Arizona.
2.
Installer for post-installed anchors shall be trained by the manufacturer or
certified by a training program approved by the ENGINEER.
3.
Installer for adhesive anchors installed in horizontal, upward incline, or
overhead applications shall be certified by ACI-CRSI Adhesive Anchor
Installation Certification Program.
D. Post-installed anchors and related materials shall be listed by the following agencies:
1.
ICC-ES.
2.
Engineer approved equivalent.
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1.3 DEFINITIONS
A. Adhesive Anchors:
1.
Post-installed anchors developing their strength primarily from chemical bond
between the concrete and the anchor.
2.
Includes anchors using acrylics, epoxy and other similar adhesives.
B. Anchor Bolt: Any cast-in-place anchorage that is made of a headed (i.e. bolt)
material.
C. Anchor Rod: Any cast-in-place or post-installed anchorage made from unheaded,
threaded, rod or deformed bar material.
D. Concrete Anchor: Generic term for either an anchor bolt or an anchor rod.
E. Galvanizing: Hot-dip galvanizing per ASTM A123, ASTM A153 or ASTM F2329
with minimum coating of 2.0 oz of zinc per square foot of metal (average of
specimens) unless noted otherwise or dictated by standard.
F. Hardware: As defined in ASTM A153 and ASTM F2329.
G. Installer or Applicator:
1.
Installer or applicator is the person actually installing or applying the product in
the field at the Project site.
2.
Installer and applicator are synonymous.
H. MPII: Manufacturer’s printed installation instructions.
I.
Mechanical Anchors:
1.
Post-installed anchors developing their strength from attachment other than thru
adhesives or chemical bond to concrete.
2.
Includes expansion anchors, expansion sleeve, screw anchors, undercut anchors,
specialty inserts and other similar types of anchorages.
3.
Drop-in anchors and other similar non-ICC ES approved anchors are not
allowed.
J.
Post-Installed Anchor: Any adhesive or mechanical anchor installed into previously
placed and adequately cured concrete.
1.4 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Comply with the requirements of Specification Section 01332, Shop Drawing
Procedures.
2.
Product technical data including:
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a.
Acknowledgement that submitted products meet requirements of referenced
standards.
b.
Manufacturer material data sheet for each anchor.
1) Clearly indicate which products on the data sheet are proposed for use
on the Project.
c.
Manufacturer's printed installation instructions.
d.
Current ICC-ES report for each post-installed anchor system indicating the
following:
1) Certification that anchors meet all requirements indicated in this
Specification.
2) Performance data showing that anchor is approved for use in cracked
concrete.
3) Seismic design categories for which anchor system has been approved.
4) Required installation procedures.
5) Special inspection requirements for installation.
e.
Contractor Designed Post-Installed Anchors:
1) Show diameter and embedment depth of each anchor.
2) Indicate compliance with ACI 318, Chapter 17.
3) Design tension and shear loads used for anchor design.
4) Engineering design calculations:
a)
Indicate design load to each anchor.
b) Develop anchor forces based on Design Criteria listed herein
and/or manufacturer’s design information.
c)
Sealed and signed by contractor’s professional engineer.
d) Calculations will be submitted for information purposes only.
5) Provide torque values where pipe sleeves anchors are used.
f.
Anchorage layout drawings and details:
1) Indicate anchor diameter, embedment, length, anchor type, material
and finish.
2) Drawings showing location, configuration, spacing and edge distance.
3) Type of post-installed anchor system used.
a)
Provide manufacturer's ICC-ES report for the following:
i) Mechanical anchorage per ICC-ES AC193.
ii) Adhesive anchorage per ICC-ES AC308.
B. Samples:
1.
Representative samples of concrete anchors may be requested by ENGINEER.
Review will be for type and finish only. Compliance with all other requirements
is exclusively the responsibility of the Contractor.
C. Informational Submittals:
1.
Certification of qualifications for each installer of post-installed anchors.
2.
Indicate successful completion or certification for each type of approved post-
installed anchor as required by the Contract Documents.
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3.
Provide one of the following for each type of anchor, as required by this
specification section:
a.
Letter from manufacturer documenting successful training completion [for
mechanical anchors only].
b.
Certification of completion for Engineer approved program.
D. Shop Drawings: Submit for approval the following:
1.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
2.
Setting drawings and templates for location and installation of anchorage
devices.
3.
Copies of manufacturer's specifications, load tables, dimension diagrams and
installation instructions for the anchorage devices.
4.
Copies of Building Code Approval Agency’s Evaluation Report, UL, or FM
reports certifying design values for load carrying capacities along with
installation requirements for the anchorage devices.
5.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
6.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver products to job site in manufacturer’s or distributor’s packaging undamaged
and complete with installation instructions.
B. Store above ground on skids or other supports to keep items free of dirt and other
foreign debris and to protect against corrosion.
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C. Protect and handle materials in accordance with manufacturer’s recommendations to
prevent damage or deterioration.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Cast-in-place Concrete Anchors:
1.
Building and nonbuilding structures, unless otherwise specified:
a.
ASTM F1554, Grade 36 or Grade 55 with weldability supplement S1 for
galvanized or non-galvanized threaded rods.
b.
ASTM A307, Grade A for galvanized headed bolts.
c.
For Submerged or used in enclosed tankage, ASTM F593, Type 316.
2.
All other cast-in-place concrete anchors for equipment:
a.
Stainless steel with matching nut and washer.
b.
Submerged application: ASTM F593, Type 316.
c.
Non-submerged application: ASTM F593, Type 304 or Type 316 anchors
and washers
d.
Nuts for non-submerged applications, ASTM563 and coated after torqued.
B. Post-Installed Mechanical and Adhesive Concrete Anchors:
1.
Stainless steel with matching nut and washer.
2.
Submerged application: ASTM F593, Type 316.
3.
Non-submerged application: ASTM F593, Type 304 or Type 316, with ASTM
A563 nuts coated after torquing.
C. Reinforcement: See Specification Section 03200, Concrete Reinforcement.
D. Headed Studs: ASTM A108 with a minimum yield strength of 50,000 psi and a
minimum tensile strength of 60,000 psi.
E. Deformed Bar Anchors: ASTM A496 with minimum yield strength of 70,000 psi
and a minimum tensile strength of 80,000 psi.
F. Washers:
1.
ASTM F436 unless noted otherwise, finish to match bolt.
2.
If stainless steel anchorage is being used for cast-in-place anchorage, furnish
washers of the same material and alloy as in the accompanying anchorage.
3.
Plate washers: Minimum 1/4 inches thick fabricated ASTM A36 square plates
as specified or required.
4.
Follow manufacturer’s requirements for all post-installed anchorage.
G. Nuts:
1.
ASTM A563 for all cast-in-place anchorage.
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2.
If stainless steel anchorage is being used for cast-in-place anchorage in
submerged or enclosed tankage, nuts shall meet ASTM F594 and be the
matching material and alloy as in the accompanying anchorage.
3.
Follow manufacturer’s requirements if using post-installed anchorage.
H. Galvanizing Repair Paint:
1.
High zinc dust content paint for regalvanizing welds and abrasions.
2.
ASTM A780.
3.
Zinc content: Minimum 92% in dry film.
4.
ZRC "ZRC Cold Galvanizing" or Clearco "High Performance Zinc Spray."
2.2 CONTRACTOR DESIGNED ANCHORAGE
A. Manufacturers:
1.
Post-installed anchor systems for the listed manufacturers will be considered
only if a current ICC-ES evaluation report is submitted in accordance with the
SUBMITTALS Article in PART 1 of this Specification Section and if the
anchor system is approved by the ENGINEER.
a.
Hilti.
b.
Dewalt.
c.
Simpson Strong-Tie.
B. Design the anchorage when any of the following occur:
1.
Design load for concrete anchorage is shown on the Drawings.
2.
When specifically required by the Contract Documents.
3.
When an anchorage is required but not specified in the Drawings.
C. Anchorage Design Loads:
1.
Determine all of the design loads, including wind and seismic loads, per the
building code. Additionally, specialty engineer is required to incorporate all
static and dynamic loading forces established by the equipment manufacturer,
where required for equipment.
a.
Anchorage of equipment and non-structural components: Use the actual
dead and operating loads provided by the manufacturer.
2.
When Contract Drawings indicate an anchor diameter or length, design shall
incorporate these as “minimums.” Design these anchors and provide all
necessary documentation as required herein.
D. Cast-in-Place Concrete Anchors:
1.
Provide the material, nominal diameter, embedment length, spacing, edge
distance and design capacity to resist the calculated load based on the
requirements given in the building code including ACI 318, Chapter 17.
2.
Design assuming cracked concrete.
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E. Post-installed Concrete Anchors:
1.
Provide the manufacturer’s system name/type, nominal diameter, embedment
depth, spacing, minimum edge distance, cover, and design capacity to resist the
specified or calculated load based on requirements given in the building code,
ACI 318, Chapter 17 and current ICC-ES report, for the anchor to be used.
2.
Design assuming cracked concrete.
2.3 ENGINEER DESIGNED ANCHORAGE
A. When the size, length and details of anchorages are shown on Contract Structural
Drawings, Contractor design of anchorage is not required unless otherwise indicated.
B. Manufacturers:
1.
Additional newer post-installed anchor systems for the listed manufacturers will
be considered only if a current evaluation agency report is submitted in
accordance with the SUBMITTALS Article in PART 1 of this Specification
Section, the anchor system is certified by ICC-ES for cracked concrete
conditions, and if approved by the ENGINEER.
2.
Mechanical Anchors in Concrete:
a.
Hilti:
1) Kwik Bolt TZ2 (ICC-ES ESR-4266).
3.
Adhesive Anchors in Concrete:
a.
Hilti:
1) HIT RE 500 V3 (ICC ESR-3814).
4.
Screw Anchors in Concrete:
a.
Hilti:
1) KH-EZ Screw (ICC-ES ESR-3027).
5.
Substitution request to indicate the proposed anchor has at least the same tension
and shear strength as the specified anchor installed as indicated in the Contract
Drawings.
a.
Calculations to be stamped by a Professional Engineer registered in the
State of Arizona.
PART 3 - EXECUTION
3.1 GENERAL
A. Cast-in-Place Anchorage:
1.
Use where anchor rods or bolts are indicated on the Drawings, unless another
anchor type is approved by the ENGINEER.
2.
Provide concrete anchorage as shown on the Drawings or as required to secure
components to concrete.
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B. Adhesive Anchorage:
1.
Use only where specifically indicated on the Drawings or when approved for use
by the ENGINEER.
2.
May be used where subjected to vibration or where buried or submerged.
3.
Do not use in overhead applications or sustained tension loading conditions such
as utility hangers.
4.
Contact ENGINEER for approval when anchors will not be installed in
compliance with MPII
C. Mechanical Anchorage:
1.
Use only where specifically indicated on the Drawings or when approved for use
by the ENGINEER.
2.
Do not use where subjected to vibration.
3.
May be used in overhead applications.
4.
Contact ENGINEER for clarification when anchors will not be installed in
compliance with manufacturer's printed installation requirements.
D. Do not use powder actuated fasteners and other types of bolts and fasteners not
specified herein for structural applications unless approved by the ENGINEER or
specified in Contract Documents.
3.2 PREPARATION
A. Provide adequate time to allow for proper installation and inspection prior to placing
concrete for cast-in-place concrete anchorage.
B. Prior to installation, inspect and verify areas and conditions under which concrete
anchorage is to be installed.
1.
Notify ENGINEER of conditions detrimental to proper and timely completion of
work.
2.
Do not proceed with work until unsatisfactory conditions have been corrected in
a manner acceptable to the ENGINEER.
C. Special Inspection is required in accordance with the building code for all concrete
anchorage.
1.
Notify the Special Inspector that an inspection is required prior to concrete
placement (or during post-installed anchorage installation).
2.
See the FIELD QUALITY CONTROL Article in PART 3 of this Specification
Section for additional requirements.
D. Post-installed anchor manufacturer’s representative shall demonstrate and observe
the proper installation procedures for the post-installed anchors at no additional
expense to the OWNER.
1.
Follow such procedures to assure acceptable installation.
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2.
Adhesive anchors must be installed in concrete aged a minimum of 21 days.
3.3 INSTALLATION
A. Tie cast-in-place anchorage in position to embedded reinforcing steel using wire.
1.
Tack welding of anchorage is prohibited.
2.
Chase threads as required and coat the projected portion of carbon steel anchors
and nut threads with a heavy coat of clean grease after concrete has cured.
3.
Anchorage location tolerance shall be in accordance with AISC 303.
4.
Provide steel or durable wood templates for all column and equipment
anchorage.
a.
Templates to be placed above top of concrete and not impede proper
concrete placement and consolidation.
B. Unless noted or specified otherwise:
1.
Connect aluminum and steel members to concrete using stainless steel cast-in-
place anchorage unless shown otherwise.
2.
Provide washers for all anchorage.
3.
Where exposed, extend threaded anchorage a maximum of 3/4 inches and a
minimum of 1/2 inches above the top of the fully engaged nut.
a.
If anchorage is cut off to the required maximum height, threads must be
dressed to allow nuts to be removed without damage to the nuts.
C. Do the following after nuts are snug-tightened down:
1.
If using post-installed anchorage, follow MPII.
2.
Upset threads of anchorage to prevent nuts from backing off.
a.
Provide double nut or lock nut in lieu of upset threads for items that may
require removal in the future.
3.
For all other cast-in-place anchorage material, tighten nuts down an additional
1/8 turn beyond snug tight to prevent nuts from backing off.
4.
If two nuts are used per concrete anchor above the base plate, tighten the top nut
an additional 1/8 turn to "lock" the two nuts together.
5.
If using post-installed anchorage, follow MPII.
D. Assure that embedded items are protected from damage and are not filled in with
concrete.
E. Secure architectural components such that it will not be aesthetically distorted and
fasteners will not be overstressed from expansion, contraction, or installation.
F. Repair damaged galvanized surfaces in accordance with ASTM A780.
1.
Prepare damaged surfaces by abrasive blasting or power sanding.
2.
Apply galvanizing repair paint to minimum 6 mils DFT in accordance with
manufacturer's instructions and ASTM A780.
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G. For post-installed anchors, comply with the MPII on the hole diameter and depth
required to fully develop the tensile strength of the anchor or reinforcing bar.
1.
Use hammer drills to create holes.
2.
Properly clean out the hole per the ICC-ES reports utilizing a non-metallic fiber
bristle brush and compressed air or as otherwise required to remove all loose
material from the hole prior to installing the anchor in the presence of the
Special Inspector.
3.4 FIELD QUALITY CONTROL
A. Special Inspection:
1.
See Specification Section 01416, Special Inspections.
B. Field Inspection and Testing
1.
CONTRACTOR to employ a testing laboratory to perform field quality testing
of all installed anchors. Such testing shall conform to requirements of ACI 355.2
and/or ACI 355.4 as applicable.
a.
OWNER reserves the right to inspect and test completed anchorage at a
minimum of 10% (for large quantity) to 25% (smaller quantity) to 100%
(very small project quantity). . ENGINEER is to determine the level of
testing which is required for the various types of adhesive anchors and
anchor bolts.
b.
Such testing shall conform to requirements of ACI 355.2 and/or ACI 355.4
as applicable.
2.
If failure of any of the tested anchors or reinforcing bars occurs, the OWNER
reserves the right to inspect and test all remaining anchors of the same type.
3.
The independent testing and inspection agency shall complete a report on each
area of the Work where concrete anchors are installed. The report shall
summarize the observations made by the inspector and be submitted to
ENGINEER.
4.
Failed anchors shall be satisfactorily replaced at no cost to OWNER.
3.5 CLEANING
A. After concrete has been placed, remove protection and clean all anchorage of all
concrete, dirt, and other foreign matter.
++ END OF SECTION ++
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SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to furnish and install cast-in-place concrete.
2.
The Work includes providing concrete consisting of portland cement, fine and
coarse aggregate, water, and approved admixtures; combined, mixed,
transported, placed, finished and cured. The Work also includes:
a.
Providing openings in concrete to accommodate the Work under this and
other Sections and building into the concrete all items such as sleeves,
frames, anchor bolts, inserts and all other items to be embedded.
B. Coordination:
1.
Review installation procedures under other Sections and coordinate the
installation of items that must be installed in the concrete.
C. Classifications of Concrete:
1.
Type "1" concrete shall be steel reinforced and includes the following:
a.
All cast-in-place concrete, unless indicated otherwise.
2.
Type "2" concrete shall be placed without forms or with simple forms, with little
or no reinforcing, and includes the following:
a.
Concrete fill within structures greater than or equal to 4-inches thick.
Where less than 4-inches thick, provide Grout Fill topping grout in
conformance with Section 03600 Grout.
b.
Duct banks.
c.
Unreinforced encasements.
d.
Curbs and gutters.
e.
Sidewalks.
f.
Thrust blocks.
3.
Type "3" concrete shall be steel reinforced and includes the following:
a.
All precast concrete, unless indicated otherwise.
4.
Type "4" concrete shall be unreinforced and used where required as concrete fill
under foundations, filling abandoned piping and wherever “lean” concrete is
required on the Drawings. This concrete shall be one-sack Controlled Low
Strength Material (CLSM) conforming to MAG Specification Section No. 728.
1.2 QUALITY ASSURANCE
A. Standard Specifications and Details:
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1.
Conform all applicable requirements of Sections Nos. 505, 725, 726 and 728 of
the Uniform Standard Specifications for Public Works Construction by the
Maricopa Association of Governments (MAG). Where there is a conflict
between MAG Standard Specifications and this Specification, provisions of this
Specification shall govern.
B. Reference Standards: Comply with the applicable provisions and recommendations
of the following, except as otherwise shown or specified.
1.
ACI 214, Recommended Practice for Evaluation of Strength Test Results of
Concrete.
2.
ACI 301, Specifications for Structural Concrete (includes ASTM Standards
referred to herein).
3.
ACI 304, Guide for Measuring, Mixing, Transporting and Placing Concrete.
4.
ACI 305, Hot Weather Concreting.
5.
ACI 306, Cold Weather Concreting.
6.
ACI 309, Guide for Consolidation of Concrete.
7.
ACI 311, Guide for Concrete Inspection.
8.
ACI 318, Building Code Requirements for Structural Concrete.
9.
ACI 350, Code Requirements for Environmental Engineering Concrete
Structures.
10. ANSI/NSF 61, Drinking Water System Components-Health Effects.
11. AASHTO M 182, Burlap Cloth Made From Jute or Kenaf.
12. AASHTO TP 23, Proposed Standard Method of Test for Water Content of
Freshly Mixed Concrete Using Microwave Oven Drying.
13. ASTM C 31, Practice for Making and Curing Concrete Test Specimens in the
Field.
14. ASTM C 33, Specification for Concrete Aggregates.
15. ASTM C 39, Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
16. ASTM C 42, Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete
17. ASTM C 94, Specification for Ready-Mixed Concrete.
18. ASTM C109, Test Method for Compressive Strength of Hydraulic Cement
Mortars.
19. ASTM C 143, Test Method for Slump of Hydraulic- Cement Concrete.
20. ASTM C 150, Specification for Portland Cement.
21. ASTM C 157, Test Method for Length Change of Hardened Hydraulic-Cement
Mortar and Concrete.
22. ASTM C 171, Specification for Sheet Materials for Curing Concrete.
23. ASTM C 172, Practice for Sampling Freshly Mixed Concrete.
24. ASTM C 231, Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method.
25. ASTM C 260, Specification for Air-Entraining Admixtures for Concrete.
26. ASTM C 309, Specification for Liquid Membrane-Forming Compounds for
Curing Concrete.
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27. ASTM C 330, Specification for Lightweight Aggregates for Structural Concrete.
28. ASTM C 494, Specification for Chemical Admixtures for Concrete.
29. ASTM C 618, Specification for Fly Ash and Raw or Calcined Natural Pozzolan
for Use as a Mineral Admixture in Portland Cement Concrete.
30. ASTM C 882, Test Method for Bond Strength of Epoxy-Resin Systems Used
with Concrete by Slant Shear.
31. ASTM C 1240, Specification for Silica Fume for Use as a Mineral Admixture in
Hydraulic-Cement Concrete, Mortar, and Grout.
32. ASTM C 1778, Standard Guide for Reducing Risk of Deleterious Alkali-
Aggregate Reaction in Concrete.
33. ASTM E 154, Test Methods for Water Vapor Retarders Used in Contact with
Earth Under Concrete Slabs, on Walls, or as Ground Cover.
34. ASTM E 329, Specification for Agencies Engaged in the Testing and/or
Inspection of Materials Used for Construction.
C. Concrete Testing Service:
1.
Field testing services for concrete will be provided by CONTRACTOR.
Inspection services for concrete placement will be provided by ENGINEER.
2.
The CONTRACTOR shall provide a qualified Engineering Technician who will
be provided to sample the concrete. The concrete will be tested for slump, air
content, and temperature at the time of placement. Sets of four (4) cylinders will
be molded at each sampling. Samples shall be taken per 10 cubic yards, with a
minimum of one sample per class of concrete per day. Samples will be field
cured at the site and returned to selected laboratory for moist curing prior to
compressive strength testing. Compressive strength testing will be conducted at
7-day (1 cylinder) and 28-day (3 cylinders) intervals. CONTRACTOR to
provide concrete Sample reports to ENGINEER electronically.
1) Testing agency shall meet the requirements of ASTM E 329.
2) Selection of a testing laboratory is subject to ENGINEER'S approval.
3) Submit a written description of the proposed concrete testing
laboratory giving qualifications of personnel, laboratory facilities and
equipment, and other information that may be requested by
ENGINEER.
3.
Materials and installed Work may require testing and retesting, as directed by
ENGINEER, at any time during the progress of the Work. Allow free access to
material stockpiles and facilities at all times. Tests not specifically indicated to
be done at OWNER'S expense, including the retesting of rejected materials and
installed Work, shall be done at CONTRACTOR’S expense.
D. Qualifications of Water-Reducing Admixture Manufacturer:
1.
Water-reducing admixtures shall be manufactured under strict quality control in
facilities operated under a quality assurance program. Furnish copy of
manufacturer's quality assurance handbook to document the existence of the
program. Manufacturer shall maintain a concrete testing laboratory that has
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been approved by the Cement and Concrete Reference Laboratory at the Bureau
of Standards, Washington, D.C.
2.
Provide a qualified concrete technician employed by the admixture
manufacturer to assist in proportioning the concrete for optimum use of the
admixture. The concrete technician shall advise on proper addition of the
admixture to the concrete and on adjustment of the concrete mix proportions to
meet changing jobsite conditions.
E. Laboratory Trial Batch:
1.
Each concrete mix design specified shall be verified by a laboratory trial batch,
unless indicated otherwise.
2.
Each trial batch shall include the following testing:
a.
Aggregate gradation for fine and coarse aggregates.
b.
Fly ash testing to verify meeting specified properties, unless the fly ash
supplier provides certification by an independent testing laboratory.
c.
Slump.
d.
Air content.
e.
Compressive strength based on three cylinders each tested at seven days
and at 28 days.
f.
Shrinkage test as specified herein for Type “1” concrete mix design.
3.
Each trial batch shall provide the following information:
a.
Project identification name and number.
b.
Date of report.
c.
Complete identification of aggregate source of supply.
d.
Tests of aggregates for compliance with specified requirements.
e.
Scale weight of each aggregate.
f.
Absorbed water in each aggregate.
g.
Brand, type and composition of cement.
h.
Brand, type and amount of each admixture.
i.
Amounts of water used in trial mixes.
j.
Proportions of each material per cubic yard.
k.
Gross weight and yield per cubic yard of trial mixtures.
l.
Measured slump.
m. Measured air content.
n.
Compressive strength developed at seven days and 28 days, from not less
than three test cylinders cast for each seven day and 28 day test, and for
each design mix.
o.
Shrinkage test results where required and as specified herein.
4.
The requirement for a trial batch may be waived if the required test information
has been provided in a previous laboratory trial batch run on the identical mix
design within the previous two years. The same brand, type, and source of all
materials must have been used.
F. Shrinkage Testing:
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1.
Shrinkage tests are required for mix design approval and for approval of
concrete in the field.
a.
Mix design shrinkage test:
1) The submitted mix design proportions must be the same proportions
used for the laboratory mix design shrinkage test and shall indicate
concrete meets the specified shrinkage limit.
2) Compressive strength test specimens shall be taken from each concrete
sample used to prepare the shrinkage specimens. These compression
test specimens shall be considered as part of the normal requirements
for tests on this project.
3) Drying shrinkage for laboratory cast specimens for mix design
approval shall conform to ASTM C 157, modified as follows:
a)
Curing of specimens:
i)
Remove specimens from molds at an age of 23 1/2
± 1/2 hours after the addition of water to the cement
during the mixing operation.
ii)
Upon removal of the specimens from the molds,
immerse them in lime-saturated water maintained at 73
± 1 degrees F for a minimum of 30 minutes.
iii)
At an age of 24 ± 1/2 hours after the addition of
water to the cement during the mixing operation,
remove the specimens from water storage one at a time,
wipe with a damp cloth, and immediately take the
original length (not to be confused with “base length”).
iv)
After measuring the original length, store the
specimens in lime-saturated water at 73 ± 3 degrees F
until they have reached an age of 7 days, including the
period in the molds.
b) At the end of the curing period, take a second measurement after
the specimens have been brought to a more closely controlled
temperature as was done prior to the first measurement. This
measurement shall be the base length for shrinkage calculations
(“zero” days drying age) and shall be expressed as a percentage
of original length (expansion).
c)
Immediately store specimens in a temperature- and humidity-
controlled room maintained at 73 ± 3 degrees F and 50 ± 4
percent relative humidity, for the remainder of the test.
Specimens to have a clearance of at least 1 inch on all sides.
d) Measure to determine shrinkage, expressed as percentage of base
length. Compute the drying shrinkage deformation of each
specimen as the difference between the base length (at “zero”
days drying age) and the length after drying at each test age.
Compute the average drying shrinkage deformation of the
specimens to the nearest 0.0001 inch at each test age. If the
drying shrinkage of any specimen departs from the average of
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that test age by more than 0.0004 inch, disregard the results
obtained from that specimen. Report results of shrinkage tests to
the nearest 0.001 percent of shrinkage;
e)
Make and report shrinkage measurements separately for 7, 14, 21,
and 28 days of drying after the 7-day curing period.
b.
Field shrinkage tests:
1) Field test shrinkage specimens shall be taken on the first concrete
placement of each class of concrete.
2) Compressive strength test specimens shall be taken from each concrete
sample used to prepare the shrinkage specimens. These compression
test specimens shall be considered as part of the normal requirements
for tests on this project.
3) If excessive cracking or other symptoms that are potentially related to
shrinkage occur during construction, ENGINEER may require up to
two (2) additional field shrinkage tests during construction to verify
compliance with these Specifications.
4) The initial field shrinkage testing will establish a baseline for the
shrinkage of the specified mixes that represents the concrete as placed
and cured in the field.
5) The field cast specimens shall be transported to a facility that can
provide temperature and humidity control prior to removing them
from the molds.
6) Drying shrinkage for specimens cast in the field shall conform to
ASTM C 157, modified as follows:
a)
Curing of specimens:
i)
Remove specimens from molds at an age of 23 1/2
± 1/2 hours after the addition of water to the cement
during the mixing operation.
ii)
Upon removal of the specimens from the molds,
immerse them in lime-saturated water maintained at 73
± 1 degrees F for a minimum of 30 minutes.
iii)
At an age of 24 ± 1/2 hours after the addition of
water to the cement during the mixing operation,
remove the specimens from water storage one at a time,
wipe with a damp cloth, and immediately take the
original length (not to be confused with “base length”).
iv)
After measuring the original length, continue curing
the specimens, with the same curing methods used in
the field, until they have reached an age of 14 days,
including the period in the molds.
b) At the end of the curing period, store the specimens in a
temperature-and humidity-controlled room maintained at 73 ± 3
degrees F and 50 ± 4 percent relative humidity, for the remainder
of the test. Specimens to have a clearance of at least 1 inch on all
sides.
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c)
Take a second measurement immediately after the specimen’s
temperature has stabilized. This measurement shall be the base
length for shrinkage calculations (“zero” days drying age) and
shall be expressed as a percentage of original length (expansion).
d) Measure to determine shrinkage, expressed as percentage of base
length. Compute the drying shrinkage deformation of each
specimen as the difference between the base length (at “zero”
days drying age) and the length after drying at each test age.
Compute the average drying shrinkage deformation of the
specimens to the nearest 0.0001 inch at each test age. If the
drying shrinkage of any specimen departs from the average of
that test age by more than 0.0004 inch, disregard the results
obtained from that specimen. Report results of shrinkage tests to
the nearest 0.001 percent of shrinkage;
e)
Make and report shrinkage measurements separately for 7, 14, 21,
and 28 days of drying after the 14-day curing period.
2.
Shrinkage specimens shall be fabricated, cured, dried, and measured in
accordance with ASTM C 157 and as modified herein. All specimens shall 11-
1/4 inch ±1/8 inch for an effective gauge length of 10 inches.
a.
Shrinkage specimens for mixes with 100 percent of the aggregate passing
the 1-inch sieve shall be 3 inches by 3 inches in cross section.
b.
For mixes with aggregates larger than 1 inch and with 100 percent passing
a 2-inch sieve, drying shrinkage specimens shall be 4 inches by 4 inches in
cross section.
3.
Report shrinkage test results at intervals as specified for the type of test, either
laboratory or field, according to ASTM C 157 and the type of storage, water or
air respectively.
a.
The field test shrinkage shall not exceed the laboratory mix shrinkage
requirement by more than 50 percent on the initial placement of each class
of concrete required to be shrinkage tested.
b.
If the required field shrinkage limitation is not met, all aspects of concrete
mixing, placing, sampling and curing will be subject to review. If this
review points toward a solution, participate in a solution of making changes
as required to establish compliance. These changes may include, but are
necessarily limited to the following:
1) Changing the curing methods.
2) Changing the source of aggregates.
3) Changing the amount of crushed or fractured coarse aggregate.
4) Changing cement quantity and/or admixtures.
5) Use of a shrinkage reducing admixture.
6) Reducing water/cement ratio.
7) Making changes to sampling practices
8) Possible consideration by the ENGINEER of modifying the field
shrinkage acceptance criteria.
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9) Other actions designed to minimize shrinkage and to provide better
quality assurance.
4.
Once the initial field shrinkage testing requirement is met, subsequent shrinkage
testing, done, if needed, during the remainder of the construction period shall
use the field test result from each initial field shrinkage test as a base line for
acceptance.
a.
If the base line acceptance criteria are not met, then the provisions of
Article 1.2 F.3.b above shall be enacted to re-establish compliance.
5.
These tests shall be considered a part of the normal compression tests for the
project. Allowable shrinkage limitations shall be as specified in Part 2, herein.
G. Certification of Concrete Mix:
1.
The need for a trial batch may be waived if the following requirements are met.
The compressive strength of each specified mix shall be verified by data from a
series of a minimum of 30 consecutive tests that have been made within the
previous 12 months. A test is defined as the average strength of all specimens
of the same age fabricated from a sample taken from a single batch of concrete.
All tests shall have been made on concrete which is identical in mix design to
the submitted proposed mix design, including sources of aggregate and
manufacturers of cementitious materials and admixtures. The tests must average
above the specified strength with no individual test falling more than 500 psi
below specified strength and no three consecutive tests averaging below
specified strength. In addition, the standard deviation for the series of tests shall
not exceed 640 psi as defined by ACI 214.
1.3 SUBMITTALS
A. Samples: Submit samples of materials as specified and as otherwise may be
requested by ENGINEER, including names, sources and descriptions.
B. Shop Drawings: Submit for approval the following:
1.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
2.
Manufacturer's specifications with application and installation instructions for
proprietary materials and items, including admixtures and bonding agents.
3.
List of concrete materials and concrete mix designs proposed for use. Include
the results of all tests performed to qualify the materials and to establish the mix
designs.
4.
The following information, if ready-mixed concrete is used.
a.
Physical capacity of mixing plant.
b.
Trucking facilities available.
c.
Estimated average amount that can be produced and delivered to the site
during a normal eight hour day, excluding the output to other customers.
d.
Each Shop Drawing Submittal shall include a hard copy of the relevant
Specification Section and shall be clearly marked to indicate whether the
requirements for equipment and/or services in the Specification Section are
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met by writing "accept" or "deviate" next to each Paragraph. If
clarifications are needed to any of the Paragraphs in the Specification
Sections due to deviations, they shall be addressed next to the Paragraph as
such and explained further with any additional information necessary. If
any exceptions and/or deviations are proposed to any of the Specifications,
they shall be clearly noted as such in the Submittal, and an explanation of
any deviation and/or exception shall be provided. The CONTRACTOR
shall furnish equipment and/or services as specified if an exception and/or
deviation is rejected.
5.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
6.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
7.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
C. Laboratory Test Reports: Submit copies of laboratory test reports for concrete
cylinders, materials and mix design tests. ENGINEER'S review will be for general
information only. Production of concrete to comply with specified requirements is
the responsibility of CONTRACTOR.
D. Submit notarized certification of conformance to referenced standards when
requested by ENGINEER.
E. Certification of coarse aggregate impurities as relates to alkali-silica reactivity per
ASTM C33, as supplemented by ASTM C1778.
F. Certification that the aggregates to be supplied for the Project are from the same
location as the aggregates represented in the following concrete mix design submittal
documents:
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1.
Compressive strength test reports.
2.
Certification document for the class of coarse aggregate meeting the
requirements of ASTM C33 and project requirements for type and location of
concrete construction.
3.
Shrinkage test reports.
G. Certification from synthetic macrofiber manufacturer indicating that proposed fiber
dosage meets or exceeds the minimum specified fe3 values in accordance with
ASTM C1609.
H. Delivery Tickets: Furnish to ENGINEER copies of all delivery tickets for each load
of concrete delivered to the site. Provide items of information as specified in ASTM
C 94, Section 16.1.
1.
Provide batch tickets for each batch of job-site mixed concrete, as specified.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. All materials used for concrete must be kept clean and free from all foreign matter
during transportation and handling and kept separate until measured and placed in the
mixer. Bins or platforms having hard clean surfaces shall be provided for storage.
Suitable means shall be taken during hauling, piling and handling to ensure that
segregation of the coarse and fine aggregate particles does not occur and the grading
is not affected.
1.5 CONCRETE COORDINATION MEETING
A. A Concrete Coordination Meeting shall be held to review the detailed requirements
of CONTRACTOR'S proposed concrete design mixes, to determine the procedures
for producing proper concrete construction, and to clarify the roles of the parties
involved shall be held no later than 14 days after the Notice to Proceed.
B. All parties involved in the concrete Work shall attend the conference, including but
not limited to the following:
1.
CONTRACTOR'S representative.
2.
Testing laboratory representative.
3.
Concrete subcontractor.
4.
Reinforcing steel subcontractor and detailer.
5.
Concrete supplier.
6.
Admixture manufacturer's representative.
7.
ENGINEER.
C. The Concrete Coordination Meeting shall be held at a mutually agreed upon time and
place. The ENGINEER shall be notified no less than five days prior to the date of
the Concrete Coordination Meeting.
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PART 2 - PRODUCTS
2.1 GENERAL
A. All admixtures, curing compounds, etc. used in concrete or the curing and repair of
concrete, which can contact potable water, shall be certified as conforming to the
requirements of ANSI/NSF 61 for contact with potable water when in the finished
concrete.
B. Maximum total chloride ion content for concrete mix including all ingredients
measured as a weight percent of cement in accordance with ASTM C1218:
1.
Prestressed concrete: 0.06.
2.
All other concrete: 0.10.
2.2 CEMENTITIOUS MATERIALS
A. Cement:
1.
Portland cement, ASTM C 150, Type II or V.
2.
Use Portland cement made by a well-known acceptable manufacturer and
produced by not more than one plant. Alternate cement sources may be used
provided that a mix design has been accepted and a trial batch verifying
performance has been made.
3.
Do not use cement which has deteriorated because of improper storage or
handling.
B. Fly Ash Mineral Admixture:
1.
Mineral admixtures, when used, shall meet the requirements of ASTM C 618
Class F, except as follows:
a.
The loss on ignition shall be a maximum of 4 percent.
b.
The maximum percent of sulfur trioxide (SO3) shall be 4.0.
2.
Fly ash shall be considered to be a cementitious material.
3.
Laboratory trial batches shall be tested to determine compliance with strength
requirements, times of setting, slump, slump loss, and shrinkage characteristics.
4.
A substitution by weight, of the portland cement by fly ash, so that the total
tricalcium aluminate content of the resulting cement plus fly ash is not greater
than eight percent, will be considered. However, the fly ash shall not exceed 25
percent by weight of the cement plus fly ash.
2.3 AGGREGATES
A. General:
1.
Aggregates shall conform to the requirements of ASTM C 33 and as herein
specified.
2.
Do not use aggregates containing soluble salts or other substances such as iron
sulfides, pyrite, marcasite, ochre, or other materials that can cause stains on
exposed concrete surfaces.
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3.
Do not use aggregates that may be deleteriously reactive when combined with
alkalis in cement.
a.
Evaluate proposed aggregates for potential deleterious expansion due to
alkali silica reactivity per ASTM C33, ASTM C227, ASTM C1260, ASTM
1293, or ASTM C1567.
B. Fine Aggregate: Clean, sharp, natural sand free from loam, clay, lumps or other
deleterious substances.
1.
Dune sand, bank run sand and manufactured sand are not acceptable.
C. Coarse Aggregate: Clean, uncoated, processed aggregate containing no clay, mud,
loam, or foreign matter, as follows:
1.
Crushed stone, processed from natural rock or stone.
2.
Washed gravel, either natural or crushed. Use of slag and pit or bank run gravel
is not permitted.
3.
Lightweight Aggregate: ASTM C 330.
2.4 WATER
A. Water used in the production and curing of concrete shall be clean and free from
injurious amounts of oils, acids, alkalis, organic materials or other substances that
may be deleterious to concrete or steel.
2.5 CONCRETE ADMIXTURES
A. Provide admixtures produced by established reputable manufacturers, and use in
compliance with the manufacturer's printed instructions. All admixtures shall be
compatible and by a single manufacturer capable of providing qualified field service
representation. Admixtures shall not contain thiocyanates nor more than 0.05
percent chloride ion, and shall be non-toxic in the concrete mix after 30 days. Do not
use admixtures that have not been incorporated and tested in the accepted mixes,
unless otherwise authorized in writing by ENGINEER.
B. Air-Entraining Admixtures: Provide air entraining admixtures complying with
ASTM C 260, and that are vinsol resin or vinsol resin based.
1.
Product and Manufacturer: Provide one of the following:
a.
SIKA AER or SIKA AEA-15, as manufactured by Sika Corporation.
b.
MB-VR, as manufactured by BASF.
c.
Daravair 1000, as manufactured by Grace Construction Products.
d.
Or equal.
C. Water-Reducing Admixture: ASTM C 494, Type A.
1.
Proportion all Type "1" “2” and “3” concrete with non-air entraining, normal
setting, water-reducing, aqueous solution of a modification of the salt of
polyhydroxylated organic acids. The admixture shall not contain any lignin,
nitrates or chlorides added during manufacture.
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2.
Product and Manufacturer: Provide one of the following:
a.
Eucon WR-75, as manufactured by Euclid Chemical Company.
b.
Pozzolith series, as manufactured by Master Builders, Inc.
c.
WRDA-15, as manufactured by W.R. Grace & Company.
d.
Plastocrete 161 or Plastiment NS, as manufactured by Sika Corporation.
e.
Or equal.
D. High Range Water-Reducing Admixture (HRWR): ASTM C 494, Type F/G.
1.
High range water-reducer shall be used in classifications of concrete, where
specified, and shall be permitted, at CONTRACTOR’S option, in all other
classifications of concrete. It shall be added to concrete in compliance with the
manufacturer's printed instructions. The specific admixture formulation shall be
as recommended by the manufacturer for the project conditions. Provide one of
the following:
a.
Sikament series, as manufactured by Sika Corporation.
b.
Rheobuild series, as manufactured by Master Builders, Inc.
c.
Daracem-100, as manufactured by W.R. Grace & Company.
d.
Eucon 37 or Eucon 537, as manufactured by the Euclid Chemical
Company.
e.
Or equal.
E. Set-Control Admixtures: ASTM C 494, as follows:
1.
Type B, Retarding.
2.
Type C, Accelerating.
3.
Type D, Water-reducing and Retarding.
4.
Type E, Water-reducing and Accelerating.
5.
Type F, Water-reducing, high range admixtures.
6.
Type G, Water-reducing, high range, and retarding admixtures.
F. Calcium Chloride: Calcium chloride shall not be used.
G. Shrinkage Reducing Admixture:
1.
A shrinkage reducing admixture shall be permitted to be used in the mix design
where necessary to meet specified shrinkage limitations provided that specified
strength requirements are met and there is no reduction in sulfate resistance and
no increase in permeability.
2.
Conform to ASTM C494, Type S.
3.
Shrinkage reducing admixtures shall be one of the following:
a.
Eclipse, as manufactured by Grace Construction Products.
b.
Tetraguard AS20, as manufactured by Master Builders, Inc.
c.
Or equal.
H. Synthetic Macrofibers:
1.
Conform to ASTM C1116, Type III
a.
Minimum length: 1.5 IN
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b.
Aspect ratio: 50 to 90.
2.
Acceptable manufacturers:
a.
MasterFiber MAC Series by BASF Corporation.
b.
Strux 90/40 by GCP Applied Technologies, Inc.
c.
Tuf-Strand SF by Euclid Chemical Company.
d.
Sika Fibermesh-650 by Sika Corporation.
I.
If super plasticizers are used in mix designs, the mix shall be slumped at jobsite prior
to addition of plasticizer.
2.6 PROPORTIONING AND DESIGN OF MIXES
A. Prepare concrete design mixes subject to the following limitations:
Classification
Coarse
Aggregate
Min.
Cementious
(lbs/cu yd)
Max
W/C
Slump
Air
Min.
Comp.
Strength
(psi)
Type “1”
#67
564
0.42
4”
4 ½
4500
Type “2”
#8
517
0.50
6”
1 ½
3000
Type “3”
#67
611
0.42
4”
4 ½
5000
Type “4”
Any ASTM C33
No requirements
150
1.
The slumps listed are prior to the addition of high range water reducer (super
plasticizer).
2.
Mix designs shall be made for all but Type “4”, which does not require a trial
batch, so that the compressive strength achieved for the laboratory trial batches
will be no less than 125 percent of the specified design strength. This is to
assure meeting the design strength for all concrete batched during the project.
3.
The quantity of water to be used in the determination of the water-cementitious
materials ratio shall include free water on aggregates in excess of SSD and the
water portion of admixtures.
4.
Allowable tolerance for air content at the point of delivery is +/- 1.5 percent.
B. Use an independent testing facility acceptable to ENGINEER for preparing and
reporting proposed mix designs.
1.
The testing facility shall not be the same as used for field quality control testing.
C. Submit written reports of laboratory trial batch test results for proposed mixes of
concrete to ENGINEER at least 15 days prior to start of Work. Do not begin
concrete production until mixes have been approved by ENGINEER.
D. Adjustment to Concrete Mixes: Mix design adjustments may be requested by
CONTRACTOR when characteristics of materials, job conditions, weather, test
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results, or other circumstances warrant; at no additional cost to the OWNER and as
accepted by ENGINEER. Laboratory test data for revised mix designs and strength
results must be submitted to and accepted by ENGINEER before using the revised
mixes.
E. Admixtures:
1.
Use air-entraining admixture in all concrete, unless otherwise shown or
specified. Add air-entraining admixture at the manufacturer's prescribed rate to
result in concrete at the point of placement having air content within the
prescribed limits.
2.
Use amounts of admixtures as recommended by the manufacturer for climatic
conditions prevailing at the time of placing. Adjust quantities and types of
admixtures as required to maintain quality control.
F. Slump Limits with High Range Water Reducer:
1.
Slump shall not exceed 4-inches prior to adding high range water-reducer and
shall not exceed 8 inches, measured at point of placement, after adding high
range water reducer.
G. Synthetic Macrofibers:
1.
Dosage:
a.
All concrete members:
1) Fiber dosage shall provide a minimum fiber required residual strength
(fe3) value, as follows, in accordance with ASTM C1609:
a)
10 IN thick element: fe3 = 170 PSI
b) Over 10 IN thick element: fe3 = 150 PSI
2) Under no circumstance shall dosage be less than 3 LBS per cubic yard
b.
Final dosage rates to be determined by Contractor and concrete supplier as
required to meet the specified minimum average residual strength.
2.
Provide synthetic macrofibers in the following concrete members:
a.
Mat foundations of water bearing structures
b.
Walls of water bearing structures
c.
Elevated concrete slabs and beams of water bearing structures
d.
Other locations as specified on the Drawings
3.
Uniformly disperse in concrete mixtures.
H. Shrinkage Limitation:
1.
The maximum concrete shrinkage for specimens cast in the laboratory from the
trial batch, as measured at 28-day drying age shall be 0.032 percent. Only use a
mix design for construction that has first met the trial batch shrinkage
requirements. Shrinkage limitations apply only to Type “1” concrete.
I.
Color: Provide colored concrete where shown on the Drawings and specified.
Incorporate pigments into the concrete mix according to manufacturer's written
instructions. Match sample color approved by ENGINEER.
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2.7 BONDING AGENT
A. Provide epoxy and epoxy-cement bonding agents as specified in Section 03251,
Concrete Joints.
2.8 CONCRETE CURING MATERIALS
A. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately
10 ounces per square yard and complying with AASHTO M 182, Class 3.
B. Curing Mats: Curing mats shall be heavy carpets or cotton mats, quilted at 4-inches
on center. Curing mats shall weigh a minimum of 12 ounces per square yard when
dry.
C. Moisture Retaining Cover: One of the following, complying with ASTM C 171.
1.
Waterproof paper.
2.
Polyethylene film.
3.
White burlap-polyethylene sheet.
D. Curing Compound: ASTM C 309 Type 1-D (water retention requirements):
1.
Product and Manufacturer: Provide one of the following:
a.
Super Aqua Cure VOX, as manufactured by The Euclid Chemical
Company.
b.
1100 Clear, as manufactured by W.R. Meadows, Incorporated.
c.
Atlas Res-Cure, as manufactured by Atlas Tech Products.
d.
Or equal.
2.
Provide fugitive dye.
3.
Curing compound must be applied by roller or power sprayer.
2.9 FINISHING AIDS
A. Evaporation Retardant:
1.
Product and Manufacturer: Provide one of the following:
a.
Confilm, as manufactured by BASF.
b.
Eucobar, as manufactured by Euclid Chemical Company.
c.
SikaFilm by Sika Corporation.
d.
Or equal.
2.10 CONCRETE REPAIR MATERIALS
A. Concrete repair mortar shall be a prepackaged polymer-modified cementitious repair
mortar with the following minimum properties:
1.
Compressive strength at one day: 2000 psi (ASTM C 109).
2.
Compressive strength at 28 days: 7000 psi (ASTM C 109).
3.
Bond strength at 28 days: 1800 psi (ASTM C 882 modified).
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B. Concrete repair mortar shall be:
1.
Five Star Structural Concrete, manufactured by Five Star Products, Inc. The
formulation recommended by the manufacturer for the specific application
conditions shall be used.
2.
SikaTop 122 Plus, SikaTop 123 Plus, SikaTop 111 Plus, or Sikacem 133,
manufactured by the Sika Corporation. The formulation, among those listed,
recommended by the manufacturer for the specific application conditions shall
be used.
3.
Emaco S88-CA or S66-CR, manufactured by Master Builders Inc. The
formulation, among those listed, recommended by the manufacturer for the
specific application conditions shall be used.
4.
Verticoat, Verticoat Supreme, or Euco SR-VO, manufactured by the Euclid
Chemical Company. The formulation, among those listed, recommended by the
manufacturer for the specific application conditions shall be used.
5.
Or equal.
C. Cement Mortar: Cement mortar shall consist of a mix of one part cement to 1 1/2
parts sand with sufficient water to form a trowelable consistency. Minimum
compressive strength at 28 days shall be 4000 psi. Where required to match the color
of adjacent concrete surfaces, white portland cement shall be blended with standard
portland cement so that, when dry, the patching mortar shall match the color of the
surrounding concrete.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine the substrate and the conditions under which Work is to be performed and
notify ENGINEER, in writing, of unsatisfactory conditions. Do not proceed with the
Work until unsatisfactory conditions have been corrected in a manner acceptable to
ENGINEER.
3.2 CONCRETE MIXING
A. General:
1.
Concrete may be produced at batch plants or it may be produced by the
ready-mixed process. Batch plants shall comply with the recommendations of
ACI 304, and shall have sufficient capacity to produce concrete of the qualities
specified, in quantities required to meet the construction schedule. All plant
facilities are subject to testing laboratory inspection and acceptance of
ENGINEER.
B. Ready-Mix Concrete:
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1.
Comply with the requirements of ASTM C 94, and as herein specified. Proposed
changes in mixing procedures, other than herein specified, must be accepted by
ENGINEER before implementation.
a.
Plant equipment and facilities: Conform to National Ready-Mix Concrete
Association "Plant and Delivery Equipment Specification".
b.
Mix concrete in revolving type truck mixers that are in good condition and
which produce thoroughly mixed concrete of the specified consistency and
strength.
c.
Do not exceed the proper capacity of the mixer.
d.
Mix concrete for a minimum of two minutes after arrival at the job site, or
as recommended by the mixer manufacturer.
e.
Do not allow the drum to mix while in transit.
f.
Mix at proper speed until concrete is discharged.
g.
Maintain adequate facilities at the job site for continuous delivery of
concrete at the required rates.
h.
Provide access to the mixing plant for ENGINEER at all times.
2.
When silica fume is used in the dry compacted form, the following mix
requirements shall be followed to ensure full dispersion.
a.
For all types of mixing equipment, mix times shall be increased by 40
percent over the minimum mix time required to achieve mix uniformity as
defined by ASTM C 94.
b.
For truck-mixed and central mixed concrete, maximum allowable batch
size shall be 80 percent of the maximum in accordance with ASTM C 94.
C. Maintain equipment in proper operating condition, with drums cleaned before
charging each batch. Schedule rates of delivery in order to prevent delay of placing
the concrete after mixing, or holding dry-mixed materials too long in the mixer
before the addition of water and admixtures.
3.3 TRANSPORTING CONCRETE
A. Transport and place concrete not more than 90 minutes after water has been added to
the dry ingredients.
B. Take care to avoid spilling and separation of the mixture during transportation.
C. Do not place concrete in which the ingredients have been separated.
D. Do not retemper partially set concrete.
E. Use suitable and approved equipment for transporting concrete from mixer to forms.
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3.4 PREPARTION FOR CONCRETING
A. All reinforcement, installation of waterstop and positioning of embedded items shall
be inspected and approved by the ENGINEER a minimum of four hours prior to
concrete placement.
B. Subgrade surfaces shall be thoroughly wetted by sprinkling, prior to the placing of
any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the
time of placing concrete thereon. The surface shall be free from standing water,
mud, and debris at the time of placing concrete.
C. All reinforcing steel and embedded items shall be completely cleaned of mortar,
loose rust, form release compounds, dirt, or any other substance which would
interfere with proper bonding with concrete. Protective coatings on embedded
aluminum items shall continuously cover the surface to be in contact with concrete.
Any defects in the coating shall be repaired.
D. No concrete shall be placed in any structure until all water entering the space to be
filled with concrete has been properly cut off or has been diverted by pipes, or other
means, and carried out of the forms, clear of the work. No concrete shall be
deposited underwater nor shall CONTRACTOR allow still water to rise on any
concrete until the concrete has attained its initial set. Water shall not be permitted to
flow over the surface of any concrete in such manner and at such velocity as will
injure the surface finish of the concrete. Pumping or other necessary dewatering
operations for removing ground water, if required, will be subject to the review of the
ENGINEER.
E. Joint surfaces shall be prepared as required by Section 03251, Concrete Joints.
3.5 CONCRETE PLACEMENT
A. General: Place concrete continuously so that no concrete will be placed on concrete
that has hardened sufficiently to cause the formation of seams or planes of weakness
within the section. If a section cannot be placed continuously, provide construction
joints as specified in Section 03251, Concrete Joints. Deposit concrete as nearly as
practical in its final location to avoid segregation due to rehandling or flowing. Do
not subject concrete to any procedure which will cause segregation.
1.
Screed concrete that is to receive other construction to the proper level to avoid
excessive skimming or grouting.
2.
Do not use concrete which becomes non-plastic and unworkable, or does not
meet the required quality control limits, or which has been contaminated by
foreign materials. Do not use retempered concrete. Remove rejected concrete
from the job site and dispose of it in an acceptable location.
3.
Do not place concrete until all forms, bracing, reinforcement, and embedded
items are in final and secure position.
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4.
Unless otherwise approved, place concrete only when ENGINEER is present.
5.
Allow a minimum of three days before placing concrete against a slab or wall
already in place.
B. Bonding for Next Concrete Pour:
1.
Prepare for bonding of fresh concrete to new concrete that has set but is not fully
cured, as follows:
a.
Thoroughly wet the surface, but allow no free standing water.
b.
For horizontal surfaces place a 2-inch layer of mortar, one part sand and
one part cement with water added to a flowable consistency, or a 6-inch
layer of Construction Joint Grout, as specified in Section 03600, Grout,
over the hardened concrete surface.
c.
Place fresh concrete before the mortar/grout has attained its initial set.
d.
If a high range water reducer is used to increase the concrete slump to at
least 6-inches, the mortar/grout layer may be omitted.
2.
Bonding of fresh concrete to fully-cured hardened existing concrete shall be
accomplished by using a bonding agent as specified in Section 03251, Concrete
Joints.
C. Concrete Conveying:
1.
Handle concrete from the point of delivery and transfer to the concrete
conveying equipment and to the locations of final deposit as rapidly as practical
by methods that will prevent segregation and loss of concrete mix materials.
2.
Provide mechanical equipment for conveying concrete to ensure a continuous
flow of concrete at the delivery end. Provide runways for wheeled concrete
conveying equipment from the concrete delivery point to the locations of final
deposit. Keep interior surfaces of conveying equipment, including chutes, free
of hardened concrete, debris, water, ice and other deleterious materials.
3.
Do not use chutes for distributing concrete, unless approved in writing by
ENGINEER.
a.
Provide sketches showing methods by which chutes will be employed
when requesting such approval.
b.
Design chutes, if permitted, with proper slopes and supports to permit
efficient handling of the concrete.
4.
Pumping concrete is permitted, however do not use aluminum pipe for
conveying.
D. Placing Concrete into Forms:
1.
Deposit concrete in forms in horizontal layers not deeper than 18-inches and in a
manner to avoid inclined construction joints. Where placement consists of
several layers, place concrete at such a rate that concrete that is being integrated
with fresh concrete is still plastic.
2.
Do not permit concrete to free fall within the form from a distance exceeding
four feet. Where high range water reducer is used to extend slump to at least 6-
inches, the maximum free fall of concrete may be increased to six feet. If a 12-
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inch thick layer of construction joint grout, as specified in Section 03251,
Concrete Joints, is placed on the horizontal joint, concrete with slump extended
by a high range water reducer may free fall up to eight feet in walls that are 24-
inches and thicker. Use "elephant trunks" to prevent free fall and excessive
splashing on forms and reinforcement. Free falls in excess of four feet shall be
discontinued if there is any evidence of segregation.
3.
Remove temporary spreaders in forms when concrete placing has reached the
elevation of such spreaders.
4.
Consolidate concrete placed in forms by mechanical vibrating equipment
supplemented by hand-spading, rodding or tamping. Use equipment and
procedures for consolidation of concrete in accordance with the applicable
recommended practices of ACI 309. Vibration of forms and reinforcing will not
be permitted, unless otherwise accepted by ENGINEER.
5.
Where height of concrete placement in walls exceeds 14 feet, temporary
windows shall be installed in the formwork to facilitate vibration. The windows
shall be properly closed when the height of concrete approaches the windows.
Location, size, and spacing of the windows shall be determined by
CONTRACTOR to suit equipment used.
6.
Do not use vibrators to transport concrete inside of forms. Insert and withdraw
vibrators vertically at uniformly spaced locations not farther than the visible
effectiveness of the machine. Place vibrators to rapidly penetrate the layer of
concrete and at least 6-inches into the preceding layer. Do not insert vibrators
into lower layers of concrete that have begun to set. At each insertion, limit the
duration of vibration to the time necessary to consolidate the concrete and
complete embedment of reinforcement and other embedded items without
causing segregation of the mix.
7.
Do not place concrete in beam and slab forms until the concrete previously
placed in columns and walls is no longer plastic.
8.
Force concrete under pipes, sleeves, openings and inserts from one side until
visible from the other side to prevent voids.
E. Placing Concrete Slabs:
1.
Deposit and consolidate concrete slabs in a continuous operation, within the
limits of construction joints, until the placing of a panel or section is completed.
2.
Consolidate concrete during placing operations using mechanical vibrating
equipment, so that concrete is thoroughly worked around reinforcement and
other embedded items and into corners.
3.
Consolidate concrete placed in beams and girders of supported slabs, and
against bulkheads of slabs on ground, as specified for formed concrete
structures.
4.
Bring slab surfaces to the correct level. Smooth the surface, leaving it free of
humps or hollows. Do not sprinkle water on the plastic surface. Do not disturb
the slab surfaces prior to beginning finishing operations.
5.
Where slabs are placed in conditions of high temperature or wind that could lead
to formation of plastic shrinkage cracks, an evaporation retardant shall be
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applied in accordance with the manufacturer’s recommendations, when required
by the ENGINEER.
F. Quality of Concrete Work:
1.
Make all concrete solid, compact and smooth, and free of laitance, cracks and
cold joints.
2.
All concrete for liquid retaining structures, and all concrete in contact with
earth, water, or exposed directly to the elements shall be watertight.
3.
Cut out and properly replace to the extent directed by ENGINEER, or repair to
the satisfaction of ENGINEER, surfaces which contain cracks or voids, are
unduly rough, or are in any way defective. Thin patches or plastering shall not
be acceptable.
4.
All leaks through concrete that exhibit any flowing water, and cracks, holes or
other defective concrete in areas of potential leakage, shall be repaired and made
watertight by CONTRACTOR.
5.
Repair, removal, and replacement of defective concrete as directed by
ENGINEER shall be at no additional cost to the OWNER.
G. Cold Weather Placing:
1.
Protect all concrete Work from physical damage or reduced strength that could
be caused by frost, freezing actions, or low temperatures, in compliance with the
requirements of ACI 306 and as herein specified.
2.
When the air temperature has fallen to or may be expected to fall below 40°F,
provide adequate means to maintain the temperature, in the area where concrete
is being placed, at between 50°F and 70°F for at least seven days after placing.
Provide temporary housings or coverings including tarpaulins or plastic film.
Maintain the heat and protection, if necessary, to ensure that the ambient
temperature does not fall more than 30°F in the 24 hours following the
seven-day period. Avoid rapid dry-out of concrete due to overheating, and
avoid thermal shock due to sudden cooling or heating.
3.
When air temperature has fallen to or is expected to fall below 40°F, uniformly
heat all water and aggregates before mixing as required to obtain a concrete
mixture temperature of not less than 55°F and not more than 85°F at point of
placement.
4.
Do not use salt and other materials containing antifreeze agents or chemical
accelerators, or set-control admixtures, unless approved by ENGINEER, in mix
designs.
H. Hot Weather Placing:
1.
When hot weather conditions exist that would seriously impair the quality and
strength of concrete, place concrete in compliance with ACI 305 and as herein
specified.
2.
When ambient air temperature is at or above 90°F, cool ingredients before
mixing to maintain concrete temperature at time of placement below 80°F when
the air temperature is rising and below 85°F when the air temperature is falling.
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Mixing water may be chilled, or chopped ice may be used to control the
concrete temperature provided the water equivalent of the ice is calculated in the
total amount of mixing water. In addition, the reduction in time from addition
of mix water to placement or the use of a set retarding admixture may be
required.
3.
Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that
the steel temperature will not exceed the ambient air temperature immediately
before embedment in concrete.
4.
Wet forms thoroughly before placing concrete.
5.
Do not place concrete at a temperature so as to cause difficulty from loss of
slump, flash set, or cold joints.
6.
Do not use set-control admixtures, unless approved by ENGINEER in mix
designs.
7.
Obtain ENGINEER'S approval of other methods and materials proposed for use.
3.6 FINISH OF FORMED SURFACES
A. Standard Form Finish:
1.
Standard form finish shall be basically smooth and even but shall be permitted
to have texture imparted by the form material used. Defects shall be repaired as
specified herein.
2.
Use standard form finish for the following:
a.
Exterior vertical surfaces from the foundation up to one foot below grade.
b.
Vertical surfaces not exposed to view.
c.
Other areas shown.
B. Smooth Form Finish:
1.
Produce smooth form finish by selecting form materials that will impart a
smooth, hard, uniform texture. Arrange panels in an orderly and symmetrical
manner with a minimum of seams. Repair and patch defective areas as specified
herein.
2.
Use smooth form finish for the following:
a.
Exterior surfaces that are exposed to view.
b.
Surfaces that are to be covered with a coating material. The material may
be applied directly to the concrete or may be a covering bonded to the
concrete such as waterproofing, dampproofing, painting or other similar
system.
c.
Interior vertical surfaces of liquid containers.
d.
Interior and exterior exposed beams and undersides of slabs.
e.
Surfaces to receive an abrasive blasted finish.
f.
Surfaces to receive a smooth rubbed or grout cleaned finish.
g.
Other areas shown.
C. Smooth Rubbed Finish:
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1.
Provide smooth, Class A, rubbed finish to concrete surfaces, which have
received smooth form finish and where all defects have been repaired, as
follows:
a.
Rubbing of concrete surfaces not later than the day after form removal.
b.
Moistening of concrete surfaces and rubbing with carborundum brick or
other abrasive until a uniform color and texture is produced. Do not apply
cement grout other than that created by the rubbing process.
2.
Except where surfaces have been previously covered as specified above, use
smooth, Class A, rubbed finish for the following:
a.
Interior exposed walls and other vertical surfaces.
b.
Exterior exposed walls and other vertical surfaces down to one foot below
grade.
c.
Interior and exterior horizontal surfaces, except exterior exposed slabs and
steps.
d.
Interior exposed vertical surfaces of liquid containers down to one foot
below liquid level.
e.
Other areas shown on the Drawings.
D. Grout Cleaned Finish:
1.
Provide grout cleaned finish to concrete surfaces, which have received smooth
form finish and where all defects have been repaired, as follows:
a.
Combine one part portland cement to 1-1/2 parts fine sand by volume, and
mix with water to the consistency of thick paint. Blend standard portland
cement and white portland cement, amounts determined by trial patches, so
that the final color of dry grout will closely match adjacent concrete
surfaces.
b.
Thoroughly wet the concrete surface and apply grout uniformly by
brushing or spraying immediately to the wetted surfaces. Scrub surface
with cork float or stone to coat surface and fill surface holes. Remove
excess grout by scraping, followed by rubbing with clean burlap to remove
any visible grout film. Keep grout damp during the setting period by
means of fog spray at least 36 hours after final rubbing. Complete any area
in the same day it is started, with the limits of any area being natural breaks
in the finished surface.
2.
Except where surfaces have been previously covered as specified above, use
grout cleaned finish for the following:
a.
Interior exposed walls and other vertical surfaces.
b.
Exterior exposed walls and other vertical surfaces down to one foot below
grade.
c.
Interior and exterior horizontal surfaces, except exterior exposed slabs and
steps.
d.
Interior exposed vertical surfaces of liquid containers down to one foot
below liquid level.
e.
Other areas shown on the Drawings.
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E. Abrasive Blasted Finish:
1.
Provide abrasive blasted finish where shown.
2.
Where abrasive blasted finish is indicated, it shall be applied to a smooth formed
finish after the end of the curing period, with all defects repaired, to match the
approved finish provided on the mock-up panel.
3.
Heavy Abrasive Blasted Finish: Abrasive blast to uniformly expose coarse
aggregate.
4.
Light Abrasive Blasted Finish: Abrasive blast to uniformly expose fine
aggregate.
F. Related Unformed Surfaces:
1.
At tops of walls, horizontal offsets, and similar unformed surfaces occurring
adjacent to formed surfaces, strike off smooth and finish with a texture matching
the adjacent formed surfaces. Continue the final surface treatment of formed
surfaces uniformly across the adjacent unformed surfaces, unless otherwise
shown.
3.7 SLAB FINISHES
A. Float Finish:
1.
After placing concrete slabs, do not work the surface further until ready for
floating. Begin floating when the surface water has disappeared or when the
concrete has stiffened sufficiently. Check and level the surface plane to a
tolerance not exceeding 1/4-inch in ten feet when tested with a ten foot
straightedge placed on the surface at not less than two different angles. Cut
down high spots and fill all low spots. Uniformly slope surfaces to drains.
Immediately after leveling, refloat the surface to a uniform, smooth, granular
texture.
2.
Use float finish for the following:
a.
Interior exposed horizontal surfaces of liquid containers, except those to
receive grout topping.
b.
Exterior below grade horizontal surfaces.
c.
Surfaces to receive additional finishes, except as shown or specified.
B. Trowel Finish:
1.
After floating, begin the first trowel finish operation using a power-driven
trowel. Begin final troweling when the surface produces a ringing sound as the
trowel is moved over the surface.
2.
Consolidate the concrete surface by the final hand troweling operation. Finish
shall be free of trowel marks, uniform in texture and appearance, and with a
surface plane tolerance not exceeding 1/8-inch in ten feet when tested with a ten
foot straight edge. Grind smooth surface defects that would telegraph through
applied floor covering system.
3.
Use trowel finish for the following:
a.
Interior exposed slabs, unless otherwise shown or specified.
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b.
Slabs to receive resilient floor finishes.
C. Non-Slip Broom Finish:
1.
Immediately after float finishing, slightly roughen the concrete surface by
brooming in the direction perpendicular to the main traffic route. Use fine
fiber-bristle broom, unless otherwise directed by the ENGINEER. Coordinate
the required final finish with ENGINEER before application.
2.
Use Non-Slip Broom Finish for the following:
a.
Exterior exposed horizontal surfaces subject to light foot traffic.
b.
Interior and exterior concrete steps and ramps.
c.
Horizontal surfaces which will receive a grout topping or a concrete
equipment base slab.
3.8 CONCRETE CURING AND PROTECTION
A. General:
1.
Protect freshly placed concrete from premature drying and excessive cold or hot
temperature, and maintain without drying at a relatively constant temperature for
the period of time necessary for hydration of the cement and proper hardening of
the concrete.
2.
Start initial curing after placing and finishing concrete as soon as free moisture
has disappeared from the concrete surface. Keep continuously moist for not less
than 72 hours.
3.
Begin final curing procedures immediately following initial curing and before
the concrete has dried. Continue final curing for at least seven days and in
accordance with ACI 301 procedures for a total curing period, initial plus final,
of at least ten days. For concrete sections over 30-inches thick, continue final
curing for an additional seven days, minimum. Avoid rapid drying at the end of
the final curing period.
B. Curing Methods:
1.
Water retaining and below grade structures shall be moist cured by the addition
of water to maintain the surface in a continually wet condition. Other concrete
shall be cured by moist curing, by moisture retaining cover curing, or by the use
of curing compound. Use curing compound at water retaining and below grade
structures only in cold weather and only when permitted by ENGINEER.
a.
For curing, use water that is free of impurities that could etch or discolor
exposed, natural concrete surfaces.
2.
Provide moisture curing by any of the following methods:
a.
Keeping the surface of the concrete continuously wet by covering with
water.
b.
Continuous water-fog spray.
c.
Covering the concrete surface with curing mats, thoroughly saturating the
mats with water, and keeping the mats continuously wet with sprinklers or
porous hoses. Place curing mats so as to provide coverage of the concrete
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surfaces and edges, with a 4-inch lap over adjacent mats. If necessary, the
curing cover shall be weighted to maintain contact with the concrete
surface.
d.
At the end of the curing period apply one coat of curing compound, unless
concrete surface is to receive a topping or coating or application is waived
by the ENGINEER.
3.
Provide moisture retaining cover curing as follows:
a.
Cover the concrete surfaces with the specified moisture retaining cover for
curing concrete, placed in the widest practical width with sides and ends
lapped at least 3-inches and sealed by waterproof tape or adhesive.
Immediately repair any holes or tears during the curing period using cover
material and waterproof tape.
4.
Provide liquid curing compound as follows:
a.
Apply the specified curing compound to all concrete surfaces when
permitted by ENGINEER. Slabs to receive terrazzo floors, chemical
resistant heavy duty concrete topping or ceramic tile, shall not be cured
with liquid curing compound, but shall be moisture cured. The compounds
shall be applied immediately after final finishing in a continuous operation
by power spray equipment in accordance with the manufacturer's
directions. Recoat areas that are subjected to heavy rainfall within three
hours after initial application. Maintain the continuity of the coating and
repair damage to the coat during the entire curing period. For concrete
surfaces that will be in contact with potable water, the manufacturer shall
certify that the curing compound meets the requirements of ANSI/NSF 61.
b.
When curing compound is authorized for application to water retaining or
below grade members, it shall be applied at the manufacturer's
recommended coverage rate and then applied again at the same rate to
provide twice the recommended coverage.
c.
At the end of the curing period, curing compound shall be removed where
required by the ENGINEER.
C. Curing Formed Surfaces:
1.
Cure formed concrete surfaces; including the undersides of girders, beams,
supported slabs and other similar surfaces by moist curing with the forms in
place unloosened for the full curing period or until forms are removed. Where
wood forms are kept in place, water shall be added to keep the forms wet. If
forms are removed, continue curing by methods specified above, as applicable.
D. Curing Unformed Surfaces:
1.
Initially cure unformed surfaces, such as slabs, floor topping, and other flat
surfaces by using the appropriate method specified above.
2.
Final cure unformed surfaces, unless otherwise specified, by utilizing methods
specified above, as applicable.
E. Temperature of Concrete During Curing:
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1.
When the atmospheric temperature is 40°F and below, maintain the concrete
temperature between 50°F and 70°F continuously throughout the curing period.
When necessary, make arrangement before concrete placing for heating,
covering, insulation or housing as required to maintain the specified temperature
and moisture conditions continuously for the concrete curing period. Provide
cold weather protection complying with the requirements of ACI 306.
2.
When the atmospheric temperature is 80°F and above, or during other climatic
conditions which will cause too rapid drying of the concrete, make arrangements
before the start of concrete placing for the installation of wind breaks or
shading, and for fog spraying, wet sprinkling, or moisture retaining covering.
Protect the concrete continuously for the concrete curing period. Provide hot
weather protection complying with the requirements of ACI 305, unless
otherwise specified.
3.
Maintain concrete temperature as uniformly as possible, and protect from rapid
atmospheric temperature changes. Avoid temperature changes in concrete
which exceed 5°F in any one hour and 50°F in any 24 hour period.
F. Protection from Mechanical Injury:
1.
During the curing period, protect concrete from damaging mechanical
disturbances including load stresses, heavy shock, excessive vibration, and from
damage caused by rain or flowing water. Protect all finished concrete surfaces
from damage by subsequent construction operations.
3.9 FIELD QUALITY CONTROL
A. The OWNER shall employ a testing laboratory to perform field quality control
testing. ENGINEER will direct the number of tests and cylinders required. Make
standard compression test cylinders and entrained air tests as specified below, under
the direct inspection by ENGINEER. Also, provide all labor, material and
equipment required including, scale, glass tray, cones, rods, molds, air tester,
thermometer, curing in a heated storage box, and all other incidentals required.
Above will be subject to approval by ENGINEER. Furnish all necessary storage and
curing, and transportation required by the testing.
B. Quality Control Testing During Construction:
1.
Perform sampling and testing for field quality control during the placement of
concrete, as follows:
a.
Sampling Fresh Concrete: ASTM C 172.
b.
Slump: ASTM C 143; one test for each concrete load at point of discharge;
and one for each set of compressive strength test specimens.
c.
Air Content: ASTM C 231; one for every other concrete load at point of
discharge, or when required by an indication of change.
d.
Compressive Strength Tests: ASTM C 39; one set of compression
cylinders for each 50 cubic yards or fraction thereof, of each mix design
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placed in any one day; one specimen tested at seven days, and three
specimens tested at 28 days.
1) Adjust mix if test results are unsatisfactory and resubmit for
ENGINEER'S approval.
2) Concrete that does not meet the strength requirements is subject to
rejection and removal from the Work, or to other such corrective
measures as directed by ENGINEER, at the expense of CON-
TRACTOR.
e.
Compression Test Specimens: ASTM C 31; make one set of four standard
cylinders for each compressive strength test, unless otherwise directed.
1) Cast, store and cure specimens as specified in ASTM C 31.
f.
Water Cementitious Materials Ratio: Perform one test from each sample
from which compression test specimens are taken in accordance with
AASHTO TP 23.
g.
Concrete Temperature: Test hourly when air temperature is 40°F and
below, and when 80°F and above; and each time a set of compression test
specimens is made.
2.
The testing laboratory shall submit certified copies of test results directly to
ENGINEER and CONTRACTOR within 24 hours after tests are made.
C. Evaluation of Quality Control Tests:
1.
Do not use concrete delivered to the final point of placement, which has slump
or total air content outside the specified values.
2.
When water content testing indicates water-cementitious materials ratio to
exceed specified requirements by more than 0.02, remaining batches needed to
complete the concrete placement shall have water content decreased in the mix
and water reducing admixture dosage increased as needed to bring the
subsequently batched concrete within the specified water-cementitious materials
ratio. Additional testing shall be done to verify compliance with the specified
water-cementitious materials ratio. Concrete production for further concrete
placements shall not resume until CONTRACTOR has identified the cause of
the excess water in the mix and revised batching procedures and/or adjustments
to mix design needed to bring water-cementitious materials ratio into
conformance with specified requirements have been accepted by ENGINEER.
3.
Compressive strength tests for laboratory-cured cylinders will be considered
satisfactory if the averages of all sets of three consecutive compressive strength
tests results equal or exceed the 28 day design compressive strength of the type
or class of concrete; and, no individual strength test falls below the required
compressive strength by more than 500 psi.
a.
Where questionable field conditions may exist during placing concrete or
immediately thereafter, strength tests of specimens cured under field
conditions will be required by ENGINEER to check the adequacy of curing
and protecting of the concrete placed. Specimens shall be molded at the
same time and from the same samples as the laboratory cured specimens.
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1) Provide improved means and procedures for protecting concrete when
the 28 day compressive strength of field-cured cylinders is less than 85
percent of companion laboratory-cured cylinders.
2) When laboratory-cured cylinder strengths are appreciably higher than
the minimum required compressive strength, field-cured cylinder
strengths need not exceed the minimum required compressive strength
by more than 500 psi even though the 85 percent criterion is not met.
3) If individual tests of laboratory-cured specimens produce strengths
more than 500 psi below the required minimum compressive strength,
or if tests of field-cured cylinders indicate deficiencies in protection
and curing, provide additional measures to assure that the load-bearing
capacity of the structure is not jeopardized. If the likelihood of
low-strength concrete is confirmed and computations indicate the
load-bearing capacity may have been significantly reduced, tests of
cores drilled from the area in question will be required at
CONTRACTOR'S expense.
b.
If the compressive strength tests fail to meet the minimum requirements
specified, the concrete represented by such tests will be considered
deficient in strength and subject to replacement, reconstruction or to other
action approved by ENGINEER.
D. Testing Concrete Structure for Strength:
1.
When there is evidence that the strength of the in-place concrete does not meet
specification requirements, employ at CONTRACTOR’S expense the services
of a concrete testing service to take cores drilled from hardened concrete for
compressive strength determination. Tests shall comply with the requirements
of ASTM C 42 and the following:
a.
Take at least three representative cores from each member or suspect area
at locations directed by ENGINEER.
b.
Strength of concrete for each series of cores will be considered satisfactory
if their average compressive strength is at least 85 percent and no single
core is less than 75 percent of the 28 day required compressive strength.
c.
Report test results to ENGINEER, in writing, on the same day that tests are
made. Include in test reports, the Project identification name and number,
date, name of CONTRACTOR, name of concrete testing service, location
of test core in the structure, type or class of concrete represented by core
sample, nominal maximum size aggregate, design compressive strength,
compression breaking strength and type of break (corrected for
length-diameter ratio), direction of applied load to core with respect to
horizontal plane of the concrete as placed, and the moisture condition of the
core at time of testing.
2.
Fill core holes solid with non-shrink, high strength grout, and finish to match
adjacent concrete surfaces.
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3.
Conduct static load test and evaluations complying with the requirements of
ACI 318 if the results of the core tests are unsatisfactory, or if core tests are
impractical to obtain, as directed by ENGINEER.
3.10 MISCELLANEOUS CONCRETE ITEMS
A. Temporary Openings
1.
Openings in concrete walls and/or slabs required for passage of Work or
installation of equipment and not shown on the Drawings shall be provided, but
only with approval of the ENGINEER.
2.
All temporary openings made in concrete shall be provided with waterstop in
below grade or water retaining members. Continuity of required reinforcement
shall be provided in a manner acceptable to the ENGINEER.
3.
Temporary openings left in concrete structures shall be filled with concrete after
the Work causing the need for the opening is in place, unless otherwise shown
or directed. Mix, place and cure concrete as specified herein, to blend with
in-place construction. Provide all other miscellaneous concrete filling shown or
required to complete the Work.
B. Equipment Bases:
1.
Unless specifically shown otherwise, provide concrete bases for all pumps and
other equipment. Coordinate and construct bases to the dimensions shown, or as
required to meet manufacturers; requirements and Drawing elevations. Where
no specific elevations are shown, bases shall be 6-inches thick and extend 3-
inches outside the metal equipment base or supports. Bases shall have smooth
trowel finish, unless a special finish such as terrazzo, ceramic tile or heavy duty
concrete topping is required. In those cases, provide appropriate concrete finish.
2.
Include all concrete equipment base work not specifically included under other
Sections.
3.
In general, place bases up to 1-inch below the metal base. Properly shim
equipment to grade and fill 1-inch void with non-shrink grout as specified in
Section 03600, Grout.
C. Curbs:
1.
Provide monolithic finish to interior curbs by stripping forms while concrete is
still green and steel-troweling surfaces to a hard, dense finish with corners,
intersections, and terminations slightly rounded.
2.
Exterior curbs shall have rubbed finish for vertical surfaces and a broomed
finish for top surfaces.
3.11 CONCRETE REPAIRS
A. Repair of Formed Surfaces:
1.
The following defects shall be repaired in all types of formed finishes:
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a.
Spalls, air bubbles, rock pockets, form depressions, and other defects that
are more than 1/4-inch in depth.
b.
Holes from tie rods and other form tie systems.
c.
Fins, offsets and other projections that extend more than 1/4-inch beyond
the designated member surface.
d.
Structural cracks, as defined by the ENGINEER.
e.
Non-structural cracks, as defined by the ENGINEER, which are greater
than 0.010-inch wide. In water retaining members, elevated slabs subject
to rainfall and washdown, and below grade members, any crack that shows
any amount of leakage. Where it is not possible to verify that a crack is not
leaking, it shall be repaired.
2.
The following defects shall be repaired in smooth finish surfaces, in addition to
those listed above:
a.
Spalls, air bubbles, rock pockets, form depressions, and other defects which
extend to more than 1/2-inch in width in any direction, no matter how deep.
b.
Spalls, air bubbles, rock pockets, form depressions, and other defects of
any size that exceed three in number in a 12-inch square or 12 in number in
a three foot square.
c.
Fins, offsets and other projections shall be completely removed and
smoothed.
d.
Scratches and gouges in the surface.
e.
Texture and color irregularities. At water retaining surfaces, texture and
color irregularities need not be repaired when greater than 12-inches below
the minimum normal operating water surface, except where such defects
are indicative of reduced durability.
3.
Where a smooth rubbed or grout cleaned finish is specified, minor surface
defects repairable by the finishing process need not be repaired prior to the
finish application, when approved by the ENGINEER.
B. Method of Repair of Formed Surfaces:
1.
Repair and patch defective areas with cement mortar or concrete repair mortar
immediately after removal of forms and as directed by ENGINEER. Repairs
made to water bearing and buried surfaces shall be made with repair mortar
only. Repairs of form tie holes on water bearing or buried surfaces shall be
made with non-shrink grout as specified in Section 03600, Grout.
2.
Cut out honeycomb, rock pockets, voids, and holes left by tie rods and bolts,
down to solid concrete but, in no case, to a depth of less than 1-inch for cement
mortar and 1/2-inch for repair mortar. Make edges of cuts perpendicular to the
concrete surface. Before placing the cement mortar, thoroughly clean and
brush-coat the area to be patched with the specified bonding agent. Where
concrete repair mortar is used, bonding agent shall be optional and the surface
prepared and mortar placed per manufacturers recommendations.
a.
Repairs at exposed-to-view surfaces shall match the color of surrounding
concrete, except color matching is not required for the interior surfaces of
liquid containers up to one foot below liquid level. Impart texture to
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repaired surfaces to match texture of existing adjacent surfaces. Provide
test areas at inconspicuous locations to verify mixture, texture and color
match before proceeding with the patching. Compact mortar in place and
strike off slightly higher than the surrounding surface.
3.
Structural cracks shall be pressure grouted using an injectable epoxy using a
pumped pressure system. Apply in accordance with the manufacturer's
directions and recommendations.
4.
Non-structural cracks shall be pressure grouted using hydrophilic resin. Apply
in accordance with the manufacturer's directions and recommendations.
5.
Determination of the crack type shall be made by the ENGINEER.
6.
Fill holes extending through concrete by means of a plunger- type gun or other
suitable device from the least exposed face, using a flush stop held at the
exposed face to ensure completely filling. At below grade and water retaining
members, fill holes with concrete repair mortar except use a color matched
cement mortar for the outer 2-inches at exposed to view surfaces.
7.
Where powerwashing and/or scrubbing is not adequate, abrasive blast
exposed-to-view surfaces that require removal of stains, grout accumulations,
sealing compounds, and other substances marring the surfaces. Use sand finer
than No. 30 and air pressure from 15 to 25 psi.
C. Repair of Unformed Surfaces:
1.
Test unformed surfaces, such as monolithic slabs, for smoothness and to verify
surface plane to the tolerances specified for each surface and finish. Correct low
and high areas as herein specified.
2.
Test unformed surfaces sloped to drain for trueness of slope, in addition to
smoothness, using a template having the required slope. Correct high and low
areas as herein specified.
3.
Repair finish of unformed surfaces that contain defects that adversely affect the
durability of the concrete. Surface defects include crazing, cracks in excess of
0.01-inch wide, spalling, popouts, honeycomb, rock pockets, and other
objectionable conditions.
4.
Repair structural cracks in all structures and non-structural cracks in
water-holding structures. In water-holding structures, where the dry face of the
concrete member can be observed, cracks that show any rate of water flow shall
be repaired. Where the dry face of the member cannot be observed, all cracks
shall be repaired.
D. Methods of Repair of Unformed Surfaces:
1.
Correct high areas in unformed surfaces by grinding, after the concrete has
cured sufficiently so that repairs can be made without damage to adjacent areas.
2.
Correct low areas in unformed surfaces during, or immediately after completion
of surface finishing operations by cutting out the low areas and replacing with
fresh concrete. Finish repaired areas to blend into adjacent concrete. Where the
concrete has already set and repairs are required, sawcut around the perimeter of
the area to be repaired to a 1/2-inch depth and remove concrete so that the
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minimum thickness of the repair is 1/2-inch. Apply specified concrete repair
mortar in accordance with the manufacturer's directions and recommendations.
3.
Repair defective areas, except random cracks and single holes not exceeding
1-inch diameter, by cutting out and replacing with fresh concrete. Remove
defective areas to sound concrete with clean, square cuts, and expose reinforcing
steel with at least 3/4-inch clearance all around. The minimum thickness of the
repair shall be 1.5-inches. Dampen all concrete surfaces in contact with
patching concrete and brush with the specified bonding agent. Place patching
concrete while the bonding agent is still tacky. Mix patching concrete of the
same materials and proportions to provide concrete of the same classification as
the original adjacent concrete. Place, compact and finish as required to blend
with adjacent finished concrete. Cure in the same manner as adjacent concrete.
4.
Repair isolated random non-structural cracks (in members which are not below
grade or water retaining), and single holes not over 1-inch diameter, by the
dry-pack method. Groove the top of cracks, and cut out holes to sound concrete
and clean of dust, dirt and loose particles. Dampen all cleaned concrete surfaces
and brush with the specified bonding agent. Place dry-pack before the cement
grout takes its initial set. Mix dry-pack, consisting of one part portland cement
to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using only enough
water as required for handling and placing. Compact dry-pack mixture in place
and finish to match adjacent concrete. Keep patched areas continuously moist
for not less than 72 hours.
5.
Structural cracks shall be pressure grouted using an injectable epoxy. Apply in
accordance with the manufacturer's directions and recommendations.
6.
Non-structural cracks in below grade and water retaining structures shall be
pressure grouted using hydrophilic resin. Apply in accordance with the
manufacturer's directions and recommendations.
7.
Determination of the crack type shall be made by the ENGINEER.
8.
Assure that surface is acceptable for flooring material to be installed in
accordance with manufacturer's recommendations.
E. Other Methods of Repair:
1.
Repair methods not specified above may be used if approved by ENGINEER.
++ END OF SECTION ++
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SECTION 03600
GROUT
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment, and incidentals as shown, specified and
required to furnish and install grout.
2.
Section includes:
a.
Requirements for the grouts, except masonry grouts, referenced on the
Contract Drawings and in other Specification Sections.
b.
Types of grouts and their applications. Unless indicated otherwise, provide
grouts as listed in this Section whether called for on the Drawings or not.
1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified.
1.
ACI 211.1, Practice for Selecting Proportions for Normal, Heavy-Weight and
Mass Concrete.
2.
ACI 301, Specification for Structural Concrete (Includes ASTM Standards
referred to herein).
3.
ASTM C 33, Specification for Concrete Aggregates.
4.
ASTM C 109, Test Method for Compressive Strength of Hydraulic Cement
Mortars (using 2-in. or 50 mm. Cube Specimens).
5.
ASTM C 150, Specification for Portland Cement.
6.
ASTM C 230, Specification for Flow Table for use in Tests of Hydraulic
Cement.
7.
ASTM C 531, Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical- Resistant Mortars, Grouts, and Monolithic Surfacings.
8.
ASTM C 579, Test Method for Compressive Strength of Chemical-Resistant
Mortars, Grouts, Monolithic Surfacings and Polymer Concretes.
9.
ASTM C 827, Test Method for Early Volume Change of Cementitious
Mixtures.
10. ASTM C 882, Test Method for Bond Strength of Epoxy-Resin Systems Used
with Concrete.
11. ASTM C 937, Specification for Grout Fluidifier for Preplaced-Aggregate
Concrete.
12. ASTM C 939, Test Method for Flow of Grout for Preplaced-Aggregate Concrete
(Flow Cone Method).
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13. ASTM C 942, Standard Test Method for Compressive Strength of Grouts for
Preplaced-Aggregate Concrete in the Laboratory.
14. ASTM C 1107, Specification for Packaged Dry, Hydraulic-Cement Grout (Non-
shrink).
15. ASTM C 1181, Test Method for Compressive Creep of Chemical-Resistant
Polymer Machinery Grouts.
16. ASTM D 696, Test Method for Coefficient of Linear Thermal Expansion of
Plastics.
B. Field Tests:
1.
Compression test specimens will be taken during construction from the first
placement of each type of grout, and at intervals thereafter as selected by the
ENGINEER to ensure continued compliance with these specifications. The
specimens will be made by the ENGINEER or its representative.
2.
Compression tests and fabrication of specimens for non-shrink grout will be
performed as specified in ASTM C 109 at intervals during construction as
selected by the ENGINEER. A set of three specimens will be made for testing
at seven days, 28 days, and each additional time period as appropriate.
3.
Compression tests and fabrication of specimens for epoxy grout will be
performed as specified in ASTM C 579, Method B, at intervals during
construction as selected by the ENGINEER. A set of three specimens will be
made for testing at seven days, and each earlier time period as appropriate.
4.
The cost of all laboratory tests on grout will be borne by the OWNER, but
CONTRACTOR provide assistance to the ENGINEER in obtaining specimens
for testing. However, the cost of any additional tests and investigation on work
performed which does not conform to the requirements of the specifications
belongs to CONTRACTOR. Supply all materials necessary for fabricating the
test specimens.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
2.
For Grout Fill and Construction Joint Grout, copies of grout design mix and
laboratory test reports for grout strength tests.
3.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
4.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
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each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
B. Reports and Certificates, submit for approval the following:
1.
For proprietary materials, submit copies of manufacturer’s certification of
compliance with the specified properties.
2.
Submit certified testing lab reports for ASTM C 1107, Grade B and Grade C (as
revised herein) requirements for grouts tested at a fluid consistency for
temperatures of 45, 73.4, 90°F with a pot life of 30 minutes at fluid consistency.
3.
Submit certification that materials meet specification requirements for
nonproprietary materials.
4.
Submit certifications that all grouts used on the project are free of chlorides or
other chemicals causing corrosion.
5.
Manufacturer's specifications and installation instructions for all proprietary
materials.
C. Informational Submittals:
1.
Grout placement plan.
2.
Description of proposed curing methods.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Delivery of Materials: Grout materials from manufacturers shall be delivered in
unopened containers and shall bear intact manufacturer's labels.
B. Storage and Handling of Materials:
1.
Grout materials shall be stored in a dry shelter and shall be protected from
moisture.
2.
Store and precondition all grout and grout materials per grout manufacturer
requirements. Provide air conditioned storage facility as may be required.
3.
Store grout materials in undamaged condition with seals and labels intact as
packaged by the manufacturer.
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PART 2 - PRODUCTS
2.1 CEMENT BASED NON-SHRINK GROUTS
A. General:
1.
Non-shrink grout shall be a prepackaged, inorganic, non-gas-liberating, cement-
based grout requiring only the addition of water. Manufacturer's instructions
shall be printed on each bag or other container in which the materials are
packaged. The specific formulation for each type of non-shrink grout specified
herein shall be that recommended by the manufacturer for the particular
application.
2.
Provide grout that meets the performance requirements of ASTM C 1107.
3.
Use hydraulic cement complying with ASTM C 150, Type I for exposures not in
contact with sewage or soils, and Type II (sulfate resistant) for exposures in
contact with sewage or soils.
4.
Do not add other materials to the grout with the exception of aggregate only as
recommended by the manufacturer.
5.
The non-shrink property must not be based on a chemically generated gas or
gypsum expansion.
6.
The grout when tested shall not bleed at maximum allowed water.
7.
Volume change:
a.
The length change from placement to time of final set shall not have a
shrinkage greater than the amount of expansion measured at 3 or 14 days.
The expansion at 3 or 14 days shall not exceed the 28-day expansion.
b.
Range: 0.0 to 0.3 percent when tested in accordance with ASTM C1090.
8.
Provide Non-Shrink Non-Metallic Grout wherever “non-shrink grout” is
referenced on the Drawings, unless noted otherwise.
B. Non-Shrink Metallic Precision Grout:
1.
Application: Use for precision grouting where non-shrink reliability for
optimum bearing, high strength, high impact resistance, non-raveling edges, and
fluid consistency are required. Not intended for exposures where submerged in
water for extended periods of time. Example applications are as follows.
a.
Heavy duty machinery and equipment.
b.
Bearing plates.
c.
Structural base plate or precast concrete bearing for greater than 2 stories.
2.
Aggregate: internally reinforced with metallic aggregate.
3.
Compressive Strength: Tested per ASTM C 109 or ASTM C 942.
a.
Flowable Consistency at 28 days: 9000 psi.
b.
Fluid Consistency at 28 days: 7000 psi.
4.
Consistency: Shall meet the requirements of ASTM C 1107 Grade C and B (as
modified below) when tested using the amount of water required to achieve the
following properties:
a.
Fluid consistency (20 to 30 seconds) in accordance with ASTM C 939.
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b.
At temperatures of 45, 73.4, and 95°F.
5.
Product and Manufacturer: Provide one of the following:
a.
Embeco 885, as manufactured by BASF Construction Chemicals, LLC.
b.
NS Metallic Grout, as manufactured by the Euclid Chemical Company.
c.
Or equal.
C. Non-Shrink Non-Metallic Precision Grout:
1.
Application: Use for precision grouting where positive expansion for optimum
bearing, high strength, and fluid consistency are required. Example applications
are as follows.
a.
Machinery and equipment.
b.
Bearing plates.
c.
Structural steel or precast concrete bearing.
d.
Anchor bolts and dowels.
e.
Storage tanks and vessels.
2.
Aggregate: Provide mineral, non-metallic aggregate.
3.
Compressive Strength: Tested per ASTM C 109 or ASTM C 942.
a.
Flowable Consistency at 28 days: 9000 psi.
b.
Fluid Consistency at 28 days: 7000 psi.
4.
Consistency: Shall meet the requirements of ASTM C 1107 Grade C and B (as
modified below) when tested using the amount of water required to achieve the
following properties:
a.
Fluid consistency (20 to 30 seconds) in accordance with ASTM C 939.
b.
At temperatures of 45, 73.4, and 95°F.
5.
Acceptable Product and Manufacturer:
a.
Masterflow 928, as manufactured by BASF Construction Chemicals, LLC.
b.
NS Grout, as manufactured by the Euclid Chemical Company.
c.
Five Star High Strength Grout, as manufactured by Five Star Products, Inc.
d.
Or equal.
D. Non-Shrink Non-Metallic Grout:
1.
Application: Use for general construction grouting where non-shrink, high
strength, and flowable to damp pack consistency are required. Example
applications are as follows.
a.
Bedding grout for precast panels.
b.
Base plates.
c.
Low-rise Structural steel or precast concrete bearing.
d.
Anchor bolts and dowels.
e.
Damp pack applications.
f.
Filling blocked out spaces for embedded items such as railing posts, gate
guide frames, etc.
2.
Aggregate: Provide mineral, non-metallic aggregate.
3.
Compressive Strength: Tested per ASTM C 109 or ASTM C 942.
a.
Flowable Consistency at 28 days: 7000 psi.
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b.
Damp Pack at 28 days: 8000 psi.
4.
Consistency: Shall meet the requirements of ASTM C 1107 Grade C and B (as
modified below) when tested using the amount of water required to achieve the
following properties:
a.
Flowable consistency (125 to 145 percent flow on flow table, ASTM C
230, five drops in 30 seconds.)
b.
Flowable for at least 30 minutes.
5.
Product and Manufacturer: Provide one of the following:
a.
Construction Grout, as manufactured by BASF Construction Chemicals,
LLC.
b.
Five Star Grout, as manufactured by Five Star Products, Inc.
c.
Dry Pack Grout, as manufactured by the Euclid Chemical Company.
d.
Or equal.
2.2 EPOXY GROUTS
A. Non-Shrink Epoxy Grout:
1.
Application: Use for high performance grouting under conditions of heavy
impact, dynamic, and vibratory loading. Example applications are as follows.
a.
High performance machinery grouting,
b.
Reciprocating engines,
c.
Crane rail grouting,
d.
Precision seating and alignment generators, pumps, and electric motors,
e.
Grouted anchors, bars and dowels.
2.
Epoxy grout shall be a pourable, non-shrink, 100 percent solids system. The
epoxy grout system shall have three components: resin, hardener, and specially
blended aggregate, all premeasured and prepackaged. The resin component
shall not contain any non-reactive diluents. Resins containing butyl glycidyl
ether (BGE) or other highly volatile and hazardous reactive diluents are not
acceptable. Variation of component ratios is not permitted, unless specifically
recommended by the manufacturer. Manufacturer's instructions shall be printed
on each container in which the materials are packaged. The following properties
shall be attained with the minimum quantity of aggregate allowed by the
manufacturer.
3.
The vertical volume change at all times before hardening shall be between 0.0
percent shrinkage and 4.0 percent expansion when measured according to
ASTM C 827 (modified for epoxy grouts by using an indicator ball with a
specific gravity between 0.9 and 1.1). Alternately, epoxy grouts which maintain
an effective bearing area of not less than 95 percent are acceptable.
4.
The length change after hardening shall be negligible (less than 0.0006 in/in)
and the coefficient of thermal expansion shall be less than 0.00003 in/in/F when
tested in accordance to the requirements of ASTM C 531.
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5.
The compressive creep at one year shall be negligible (less than .001 in/in) when
tested under a 400 psi constant load at 140°F in accordance to the requirements
of ASTM C 1181.
6.
The seven day compressive strength shall be a minimum of 14,000 psi when
tested in accordance to the requirements of ASTM C 579.
7.
The grout shall be capable of maintaining at least a flowable consistency for a
minimum of 30 minutes at 70°F.
8.
The shear bond strength to portland cement concrete shall be greater than the
shear strength of the concrete when tested in accordance to the requirements of
ASTM C 882.
9.
The effective bearing area shall be a minimum of 95 percent.
10. Product and Manufacturer: Provide one of the following:
a.
E3-HP, High Performance Epoxy Grout System, as manufactured by The
Euclid Chemical Company.
b.
Sikadur 42 Grout Pak, as manufactured by Sika Corporation.
c.
Five Star Epoxy Grout, as manufactured by Five Star Products, Incorpo-
rated.
d.
Masterflow 648 CP, as manufactured by BASF Construction Chemicals,
LLC.
e.
Or equal.
2.3 CONCRETE GROUTS
A. Grout Fill, Topping Grout:
1.
Grout for topping of slabs and concrete fill for built-up surfaces of tank, channel,
and basin bottoms shall be composed of cement, fine aggregate, coarse
aggregate, water, and admixtures proportioned and mixed as specified herein.
All materials and procedures specified for normal concrete in Section 03300,
Cast-In-Place Concrete, shall apply except as noted otherwise herein.
2.
Topping grout and concrete fill shall contain a minimum of 564 pounds of
cement per cubic yard with a maximum water cement ratio of 0.45. Where
concrete fill is thicker than 4-inches, Type “1” concrete, as specified in Section
03300, Cast-In-Place Concrete, may be used when accepted by the ENGINEER.
3.
Coarse aggregate shall be graded as follows:
U.S. STANDARD
PERCENT BY
SIEVE SIZE
WEIGHT PASSING
1/2-inch
100
3/8-inch
90-100
No. 4
20-55
No. 8
5-30
No. 16
0-10
No. 30
0
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4.
Final mix design shall be as determined by trial mix design under supervision of
the approved testing laboratory.
5.
Strength: Minimum compressive strength of Grout Fill at the end of 28 days
shall be 4000 psi.
B. Construction Joint Grout:
1.
Construction Joint Grout approximates Type “1” concrete, as specified in
Section 03300, Cast-In-Place Concrete, with aggregate coarser than 1/2-inch
removed. The mix is to be designed as flowable with a high mortar content. It
is intended to be placed over construction joints and mixed with Type “1”
concrete as specified in Section 03300, Cast-In-Place Concrete. The mix
requirements are as follows:
a.
Compressive Strength: 4,500 psi minimum at 28-days.
b.
Maximum Water-Cement Ratio: 0.45 by weight.
c.
Coarse Aggregate: ASTM C33, No. 8 size.
d.
Fine Aggregate: ASTM C33, approximately 60 percent by weight of total
aggregate.
e.
Air Content: 8±1 percent.
f.
Minimum Cement Content: 752 pounds per cubic yard.
C. Requirements for Grout Fill and Construction Joint Grout:
1.
Proportion mixes by either laboratory trial batch or field experience methods,
using materials to be employed on the Project for grout required. Comply with
ACI 211.1 and report to ENGINEER the following data:
a.
Complete identification of aggregate source of supply.
b.
Tests of aggregates for compliance with specified requirements.
c.
Scale weight of each aggregate.
d.
Absorbed water in each aggregate.
e.
Brand, type and composition of cement.
f.
Brand, type and amount of each admixture.
g.
Amounts of water used in trial mixes.
h.
Proportions of each material per cubic yard.
i.
Gross weight and yield per cubic yard of trial mixtures.
j.
Measured slump.
k.
Measured air content.
l.
Compressive strength developed at seven days and 28 days, from not less
than three test specimens cast for each seven day and 28-day test, and for
each design mix.
2.
Submit written reports to ENGINEER of proposed mix of grout at least 30 days
prior to start of Work. Do not begin grout production until mixes have been
approved by ENGINEER.
3.
Laboratory Trial Batches: When laboratory trial batches are used to select grout
proportions, prepare test specimens and conduct strength tests as specified in
ACI 301, Section 4 - Proportioning. However, mixes need not be designed for
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greater than 125 percent of the specified strength, regardless of the standard
deviation of the production facility.
4.
Field Experience Method: When field experience methods are used to select
grout proportions, establish proportions as specified in ACI 301, Section 4.
5.
Admixtures: Use air-entraining admixture in all grout. Use amounts of
admixtures as recommended by the manufacturer for climatic conditions
prevailing at the time of placing. Adjust quantities and types of admixtures as
required to maintain quality control. Do not use admixtures which have not
been incorporated and tested in the accepted design mix, unless otherwise
authorized in writing by ENGINEER.
2.4 CURING MATERIALS
A. Curing materials shall be as specified in Section 03300, Cast-in-Place Concrete, and
as recommended by the manufacturer of prepackaged grouts.
2.5 CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space to be
grouted for the particular application. Dry pack consistency is such that the grout is
plastic and moldable but will not flow. Where "dry pack" is called for in the Contract
Documents, it shall mean a grout of that consistency; the type of grout to be used
shall be as specified herein for the particular application.
B. The slump for topping grout and grout fill shall be adjusted to match placement and
finishing conditions, but shall not exceed 4-inches.
C. The slump for Construction Joint Grout shall be 7 ± 1-inches.
2.6 MATERIALS
A. Aggregate:
1.
Provide aggregate that conforms to the material requirements of Section 03300
Cast-In-Place Concrete, and the grout manufacturer’s requirements.
2.
Store and precondition aggregate per grout manufacturer’s requirements.
B. Water:
1.
Potable quality water that is free from deleterious amounts of acids, alkalis, and
organic substances.
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PART 3 - EXECUTION
3.1 INSPECTION
A. Examine the substrate and conditions under which grout is to be placed and notify
ENGINEER, in writing, of unsatisfactory conditions. Do not proceed with the Work
until unsatisfactory conditions have been corrected in a manner acceptable to
ENGINEER.
3.2 INSTALLATION
A. General:
1.
Place grout as shown and in accordance with manufacturer's instructions. If
manufacturer's instructions conflict with the Specifications do not proceed until
ENGINEER provides clarification.
2.
Manufacturers of proprietary products shall make available upon 72 hours
notification the services of a qualified, full time employee to aid in assuring
proper use of the product under job conditions.
3.
Placing grout shall conform to temperature and weather limitations in Section
03300, Cast-In-Place Concrete.
4.
Grout shall be cured following manufacturer’s instructions for prepackaged
grout and the requirements in Section 03300, Cast-In-Place Concrete, for grout
fill and topping grout.
B. Columns, Beams and Equipment Bases:
1.
Epoxy grout: After shimming equipment to proper grade, securely tighten
anchor bolts. Properly form around the base plates, allowing sufficient room
around the edges for placing the grout. Adequate depth between the bottom of
the base plate and the top of concrete base must be provided to assure that the
void is completely filled with the epoxy grout.
2.
Non-shrink, non-metallic grout: After shimming columns, beams and
equipment to proper grade, securely tighten anchor bolts. Properly form around
the base plates allowing sufficient room around the edges for placing the grout.
Adequate depth between the bottom of the base plate and the top of concrete
base must be provided to assure that the void is completely filled with the
non-shrink, non-metallic grout.
C. Handrails and Railings:
1.
After posts have been properly inserted into the holes or sleeves, fill the annular
space between posts and sleeve with the non-shrink, non-metallic grout. Bevel
grout at juncture with post so that moisture flows away from post.
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D. Construction Joints:
1.
Place a 6-inch minimum thick layer of Construction Joint Grout over the contact
surface of the old concrete at the interface of horizontal construction joints as
specified in Section 03251, Concrete Joints, and Section 03300, Cast-In-Place
Concrete.
E. Topping Grout:
1.
All mechanical, electrical, and finish work shall be completed prior to placement
of topping grout. The base slab shall be given a roughened textured surface by
sandblasting or hydroblasting exposing the aggregates to ensure bonding to the
base slab.
2.
The minimum thickness of grout topping shall be 1-inch.
3.
The base slab shall be thoroughly cleaned and wetted prior to placing topping
and fill. No topping concrete shall be placed until the slab is complete free from
standing pools or ponds of water. A thin coat of neat Type II cement slurry shall
be broomed into the surface of the slab and topping or fill concrete shall be
placed while the slurry is still wet. The topping and fill shall be compacted by
rolling or tamping, brought to established grade, and floated. Grouted fill for
tank and basin bottoms where scraping mechanisms are to be installed shall be
screeded by blades attached to the revolving mechanism of the equipment in
accordance with the procedures outlined by the equipment manufacturer after
the grout is brought to the established grade.
4.
Topping grout placed on sloping slabs shall proceed uniformly from the bottom
of the slab to the top, for the full width of the placement.
5.
The surface shall be tested with a straight edge to detect high and low spots
which shall be immediately eliminated. When the topping has hardened
sufficiently, it shall be steel troweled to a smooth surface free from pinholes and
other imperfections. An approved type of mechanical trowel may be used as an
assist in this operation, but the last pass over the surface shall be by
hand-troweling. During finishing, no water, dry cement or mixture of dry
cement and sand shall be applied to the surface.
6.
Cure and protect the grout topping as specified in Section 03300, Cast-In-Place
Concrete.
F. Grout Fill:
1.
All mechanical, electrical, and finish work shall be completed prior to placement
of grout fill. Grout fill shall be mixed, placed, and finished as required in
Section 03300, Cast-In-Place Concrete.
2.
The minimum thickness of grout fill shall be 1-inch. Where the finished surface
of grout fill is to form an intersecting angle of less than 45 degrees with the
concrete surface it is to be placed against, a key shall be formed in the concrete
surface at the intersection point. The key shall be a minimum of 3-1/2-inches
wide by 1-1/2-inches deep.
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3.
The surface shall be tested with a straight edge to verify that the surface slopes
uniformly to drain and to detect high and low spots which shall be immediately
eliminated. When the grout fill has hardened sufficiently, it shall be steel
troweled to a smooth surface free from pinholes and other imperfections.
During finishing, no water, dry cement or mixture of dry cement and sand shall
be applied to the surface.
++ END OF SECTION ++
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SECTION 03601
CELLULAR LOW DENSITY GROUT
PART 1 - GENERAL
1.1 DESCRIPTION
A. Provide all labor, materials, and equipment and perform all operations required to
furnish and install, complete, low pressure grouting (less than 6 psi) in the annular
space between the steel casing and the gravity sewer pipe. The annular space
shall be completely grouted to support the sewer pipe and provide long-term
stability. Use a neat cement grout, sanded cement grout, or cellular cement grout
for the annular space grouting.
B. Provide all labor, materials, and equipment and perform all operations required to
furnish and install, complete, low pressure grouting (less than 6 psi) in the
abandoned sewer lines as shown per the Contract Drawings. Use a neat cement
grout, sanded cement grout, or cellular cement grout for filling the abandoned
sewer pipe sections.
C. Performance Requirement:
1.
Determine grouting equipment, materials, and methods, subject to the
limitations specified herein and elsewhere in the Contract Documents. It is
the responsibility of the CONTRACTOR to ensure that the steel casing, the
gravity sewer pipes, and all appurtenances are not damaged by the grouting
operation.
1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations
of the following, except as otherwise shown or specified.
1.
ACI 211.1, Practice for Selecting Proportions for Normal, Heavy-Weight and
Mass Concrete.
2.
ACI 301, Specification for Structural Concrete (Includes ASTM Standards
referred to herein).
3.
C31, Practice for Making and Curing Concrete Test Specimens in the Field
4.
ASTM C 33, Specification for Concrete Aggregates.
5.
ASTM C39, Test Method for Compressive Strength of Cylindrical Concrete
Specimens
6.
ASTM C87, Test Method for Effect of Organic Impurities in Fine Aggregate
on Strength of Mortar.
7.
ASTM C 109, Test Method for Compressive Strength of Hydraulic Cement
Mortars (using 2-in. or 50 mm. Cube Specimens).
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8.
ASTM C 150, Specification for Portland Cement.
9.
ASTM C 230, Specification for Flow Table for use in Tests of Hydraulic
Cement.
10. ASTM C 531, Test Method for Linear Shrinkage and Coefficient of Thermal
Expansion of Chemical- Resistant Mortars, Grouts, and Monolithic
Surfacings.
11. ASTM C 579, Test Method for Compressive Strength of Chemical-Resistant
Mortars, Grouts, Monolithic Surfacings and Polymer Concretes.
12. ASTM C 827, Test Method for Early Volume Change of Cementitious
Mixtures.
13. ASTM C 882, Test Method for Bond Strength of Epoxy-Resin Systems Used
with Concrete.
14. ASTM C 937, Specification for Grout Fluidifier for Preplaced-Aggregate
Concrete.
15. ASTM C 939, Test Method for Flow of Grout for Preplaced-Aggregate
Concrete (Flow Cone Method).
16. ASTM C 942, Standard Test Method for Compressive Strength of Grouts for
Preplaced-Aggregate Concrete in the Laboratory.
17. ASTM C 1107, Specification for Packaged Dry, Hydraulic-Cement Grout
(Non-shrink).
18. ASTM C 1181, Test Method for Compressive Creep of Chemical-Resistant
Polymer Machinery Grouts.
19. ASTM D 696, Test Method for Coefficient of Linear Thermal Expansion of
Plastics.
1.3 QUALITY CONTROL
A. The CONTRACTOR or specialty grouting subcontractor shall demonstrate
experience and submit references for at least three projects using similar concrete
backfill, grouting materials, and procedures.
B. The low-density cellular grout shall be tested in accordance with ASTM C495 and
C796. Determine the wet and dry densities of cellular grout mixes in accordance
with ASTM C796. Test neat cement in accordance with ASTM C109.
C. Prepare trial mixes of the proposed grout backfill 30 days prior to the
commencement of grouting operations. Prepare two sets of compression test
cylinders, four cylinders per set, from each trial mix. Test one set of cylinders at
the age of 24 hours, one at 7 calendar days, and the other set of cylinders at an age
of 28 calendar days.
1.4 FIELD TESTS
A. CONTRACTOR shall take compression test specimens during construction from
the first placement of each type of grout, and at intervals thereafter as selected by
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the ENGINEER to ensure continued compliance with these specifications. The
specimens will be made by the CONTRACTOR or its representative.
B. Measure cellular grout weights at the point of placement in the annular space to
determine its cast density. Weights used at the beginning of the day shall be used
to adjust the mix accordingly to achieve the proper cast density. Approximately
each hour thereafter, weights shall be measured to check and ensure correct
density.
C. One set of four grout test cubes or cylinders (2-inch by 2-inch or 2-inch diameter)
shall be made once per day or for each 100 cubic yards of material placed until 7
calendar day breaks are returned. CONTRACTOR shall employ testing laboratory
services which shall use necessary grout containers and sampling techniques in
order to obtain the required compressive breaks. Test one cube at 7 calendar days
and one cube/cylinder at 28 calendar days. With acceptable 7 calendar day
breaks, the collection of grout test cubes/cylinders may be decreased with the
written approval of the ENGINEER. Grout cube testing will be provided by the
CONTRACTOR.
D. Provide a system of valves or other means at both the point of discharge and at the
point of placement to allow sampling and density checks.
E. Compression tests and fabrication of specimens for non-shrink grout will be
performed as specified in ASTM C 109 at intervals during construction as
selected by the ENGINEER. A set of three specimens will be made for testing at
seven days, 28 days, and each additional time period as appropriate.
F. Compression tests and fabrication of specimens for epoxy grout will be performed
as specified in ASTM C 579, Method B, at intervals during construction as
selected by the ENGINEER. A set of three specimens will be made for testing at
seven days, and each earlier time period as appropriate.
G. The cost of all laboratory tests on grout will be borne by the CONTRACTOR.
CONTRACTOR to obtain specimens for testing. The cost of any additional tests
and investigation on work performed which does not conform to the requirements
of the specifications belongs to CONTRACTOR. Supply all materials necessary
for fabricating the test specimens.
1.5 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
2.
For Grout Fill and Construction Joint Grout, copies of grout design mix and
laboratory test reports for grout strength tests.
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3.
Submit drawings showing the method of preventing liner flotation, buckling,
excessive deflection and damage, and how the grout supply will be
terminated at the location where grout is being injected.
4.
Submit proposed grout mix design and the procedures, methods, and
equipment for placing grout between steel casing and gravity sewer pipe.
5.
Submit trial mix details and testing results for grout trial mixes.
6.
Submit field logs documenting grouting operations, containing, as a
minimum, date, tests or sampling done on the grout, injection points, volume
of grout injected, maximum grouting pressure at injection points, time of day
procedures occurred, crew hours, equipment, crew size, special conditions or
information, and grout mixes used. For each grout batch, submit a record, or
if mixed continuously, submit a continuous record, of grout mix preparation
including the amounts of cement, aggregate, water, admixtures, and other
constituents. The field log or grout mix record shall include material delivery
times and dates. Submit field log and grout mix record to the ENGINEER
within one calendar day of each grouting shift.
7.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
8.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with
each paragraph check-marked to indicate specification compliance or marked
to indicate requested deviations from specification requirements. Check
marks () shall denote full compliance with a paragraph as a whole. If
deviations from the specifications are indicated, and therefore requested by
the CONTRACTOR, each deviation shall be underlined and denoted by a
number in the margin to the right of the identified paragraph, referenced to a
detailed written explanation of the reasons for requesting the deviation. The
ENGINEER shall be the final authority for determining acceptability of
requested deviations. The CONTRACTOR shall furnish equipment and/or
services as specified if an exception and/or deviation is rejected. The
remaining portions of the paragraph not underlined will signify compliance
on the part of the CONTRACTOR with the specifications. Failure to include
a copy of the marked-up specification sections, along with justification(s) for
any requested deviations to the specification requirements, with the submittal
shall be sufficient cause for rejection of the entire submittal with no further
consideration.
B. Reports and Certificates, submit for approval the following:
1.
For proprietary materials, submit copies of manufacturer’s certification of
compliance with the specified properties.
2.
Submit certified testing lab reports for ASTM C 1107, Grade B and Grade C
(as revised herein) requirements for grouts tested at a fluid consistency for
temperatures of 45, 73.4, 90°F with a pot life of 30 minutes at fluid
consistency.
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3.
Submit certification that materials meet specification requirements for
nonproprietary materials.
4.
Submit certifications that all grouts used on the project are free of chlorides
or other chemicals causing corrosion.
5.
Manufacturer's specifications and installation instructions for all proprietary
materials.
C. Informational Submittals:
1.
Grout placement plan.
2.
Description of proposed curing methods.
PART 2 - MATERIALS
2.1 LOW PRESSURE GROUT
A. Cement shall conform to ASTM C150, Type II, with maximum tricalcium
aluminate not to exceed 8%. The maximum percent alkalies shall not exceed
0.6%. Pozzolans and other cementious material may be used. If cellular grout is
used as a foaming agent, the manufacturer or grouting subcontractor shall design
the mix, prepare trial batch, test sample, and provide detailed testing data.
B. Admixtures may be used to improve pumpability, control time of set, and to
prevent segregation and bleeding, subject to the acceptance of the ENGINEER
and if cellular grout is used, the foaming agent shall be recommended by the
manufacturer. If cellular grout is used, use admixtures in accordance with the
foaming agent manufacturer's recommendations. Do not use admixtures that
promote steel corrosion.
C. If cellular grout is used, a company that specializes in the manufacture of such a
product shall supply the foaming agent. The foaming agent manufacturer shall
have been continuously manufacturing the foaming agent for the past five years.
The foaming agent shall meet the requirements of ASTM C869 when tested in
accordance with ASTM C796.
D. Water shall be free of organic material and other impurities that might reduce the
strength, durability or other quality of the grout. Water shall have a pH of 7.0 to
9.0, a maximum chloride concentration of 300 mg/l (per ASTM D512), and a
maximum sulfate concentration of 500 mg/l (per ASTM D516).
E. Mix Design: Develop and submit for approval one or more mixes to completely
fill the annular space based on the size of the annular void and to provide less that
0.5% shrinkage by volume. The mix shall contain a minimum of six sacks
cement per cubic yard of grout. The CONTRACTOR shall prepare trial mixes for
testing and review.
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2.2 PROPERTIES
A. Cast Density: The grout shall have a minimum cast density of 45 lbs per cubic
foot and a maximum of 60 lbs per cubic foot.
B. Compressive Strength: The grout fill shall have a minimum 24 hour compressive
strength of 100 psi and a minimum 28 calendar day compressive strength of 300
psi.
C. The apparent viscosity shall not exceed 20 seconds in accordance with ASTM
C939, unless otherwise approved in writing by the ENGINEER.
D. Grout pH shall be 10.5 or greater.
2.3 EQUIPMENT
A. The pressure grouting machine shall be of a low pressure type that has been used
successfully for similar work over a period of at least three years. Bidders shall
be required to present evidence that his organization or designated subcontractor
has successfully performed similar work by the use of a machine of the type
proposed to be used hereunder.
B. General Configuration:
1.
Means of accurately measuring and controlling grout ingredients at the mixer
shall be provided.
2.
The arrangement of grouting equipment shall provide a continuous supply of
grout throughout the system and permit accurate pressure control. Grout
pumps, mixers, and agitators shall be located as close as practical to the hole
being grouted using the minimum length of grout line. Equipment for mixing
and injecting grout shall be adequate to satisfactorily mix and agitate the
grout and force it into the grout holes in a continuous flow at the desired
pressure. Pumps shall be capable of continuously developing a sustained
pressure of 3 psi at the grout connection; however, do not exceed the
maximum specified pressure.
3.
Hoses for pressure grouting shall have an inside diameter not less than 1-1/2-
inches and be capable of withstanding the maximum water and grout
pressures to be used. Equipment lines shall be kept clean by constant
circulation of grout and periodic flushing with water.
4.
Provide mechanical agitator tanks equipped with suitable screens in addition
to the grout mixer.
C. Controls and Instrumentation:
1.
Pressure Gages:
a.
Equip the grouting plant with reliable pressure gages capable of
measuring the maximum grout pressure anticipated at the manifold
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hookup at the collar of each hole being grouted and at the pump. Make
available four clean spare pressure gauges on site at all times.
b.
Provide and protect an accurately calibrated check gage and check
operating gages daily or as directed by the ENGINEER.
1) Grout Flow: At the grout injection point, provide suitable valves so
the pressure and grout flow at the grout starting location may be
regulated and monitored by increasing or decreasing the flow in the
grout return line.
2) Volume of Grout: Provide means for accurately determining the
amount of grout injected into the starting location. Provide grouting
equipment with a meter, calibrated in cubic feet to the nearest 0.10
of a cubic foot.
3) Provide a mixer with a meter for measuring the amount of mixing
water used, calibrated to read in cubic feet to the nearest 0.10 of a
cubic foot.
4) Stop Valves: Provide required stop (check or ball) valves at the
collar of the injection location and approved in writing by the
ENGINEER for use in maintaining pressure as required until the
grout has set.
PART 3 - EXECUTION
3.1 SAFETY REQUIREMENTS
A. Methods of construction shall be such as to ensure the safety of the Work, Project
participants, the public, third parties, and adjacent property, whether public or
private. All Work shall conform to the requirements of all Federal, State, and
local laws and regulations.
B. Perform grouting operations by methods and with equipment, which will
positively control dust, fumes, vapors, gases, fibers, fogs, mists, and other
atmospheric impurities.
C. Provide lighting and ventilation to ensure proper performance and inspection of
work. Provide ventilation equipment and ductwork as close to the working area
as practicable. Provide electrical, water, and other facilities required to complete
the grouting of the steel liner.
D. Control noise and dust in accordance with applicable Federal, State, and local
laws, safety codes, regulations, and ordinances.
E. Administer an accident prevention program, and prepare a code of safe practices
and an emergency plan. Provide the ENGINEER with a copy of each prior to
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starting grouting. Hold safety meetings weekly and provide safety instruction for
new employees.
3.2 QUALITY CONTROL
A. Perform all Work, including required testing and inspection, in the presence of the
ENGINEER. Notify the ENGINEER at least 24 hours in advance of the start-up
of a grouting operation.
B. Perform all Work in accordance with all current applicable regulations and codes
of Federal, State, and local agencies. In the event of conflict, comply with the
strictest or most restrictive applicable requirements.
3.3 GROUT COMPOSITION
A. Provide grout by combining controlled quantities of sand, cement, water,
fluidifier, bentonite, and other admixtures in the proportions specified herein or as
approved in writing by the ENGINEER. The resulting grout shall show no
shrinkage and have low water absorptive characteristics. Anticipate that the
addition of sand will require additional fluidifier to be added to the grout mix.
B. Recirculate all grout mixes in the grout lines when any initial or new mix is
batched or after adding water, fluidifier, or sand to the mix. Recirculate the mix
for a minimum of two minutes prior to pumping the grout in the grout hole.
3.4 GROUTING
A. Following steel casing and gravity sewer installation, completely fill the annular
space between the casing and the gravity sewer pipe with grout in accordance
with the following:
1.
The limits of each grout placement operation shall be acceptable to the
ENGINEER.
2.
At the start of the grouting operations, extend the discharge pipeline from the
pumping equipment to the point of lowest elevation of the section of steel
casing being grouted. The methods used in placing the grout shall be such as
to ensure the complete filling of the annular space between the steel casing
and the gravity sewer pipe. Grout shall be of proper consistency and shall be
adequately consolidated to fill all voids. Grouting shall generally progress
sequentially in a constant up gradient direction from the lowest point to the
highest point.
3.
Place grout in a sufficient number of lifts to prevent pipe flotation, unless
stiffeners or pipe supports and closely-spaced blocking of sufficient structural
rigidity are provided to prevent pipe floatation, movement, buckling,
excessive deflection, collapse, and damage to the pipe. Lift heights required
to prevent flotation and damage to the pipe shall be determined by the
CONTRACTOR.
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B. Commence pressure grouting of steel casing after completion of gravity sewer
installation or abandonment of existing gravity sewer pipes.
C. Fill all voids between the steel casing and the gravity sewer pipe. Do not place
new lifts of grout on top of the previous lifts until the previous lifts have achieved
sufficient strength to withstand the force exerted by the new lift.
D. Provide an arrangement of grouting equipment for continuous circulation of grout
in the system and accurate pressure control. Keep equipment and hoses clean by
constant circulation of grout and by periodic flushing with water.
E. Provide equipment and conduct grouting procedures such that grouting pressures
shall not exceed the maximum specified at the grout injection location. Use stop
valves at the collar of each injection location to maintain pressure as required
until the grout has set.
F. Maintain grouting equipment in satisfactory operating condition to ensure
continuous and efficient grouting operations.
3.5 MIXING AND INJECTION OF GROUT
A. Provide materials free of lumps when put into the mixer and agitate the grout mix
constantly. Grout shall flow unimpeded and shall completely fill all voids. After
90 minutes of mixing, remove grout not injected from the mixing and injection
equipment and dispose of off-site.
B. In general, grouting lifts shall be considered completed when the pressure at the
grout nozzle has reached the maximum specified pressure. After the grouting lift
at any grout pipe is finished, maintain the pressure by means of a stopcock or
other suitable device until the grout has set. Fill any voids left after removing the
packer or grout pipe with mortar.
3.6 CLEANUP AND RESTORATION
A. Take necessary precautions to protect and preserve the steel casing and the gravity
sewer pipes from damage. Replace or repair any damage to the gravity sewer
pipes or other appurtenances caused by or occurring during the grouting
operations as determined by the ENGINEER.
B. During grouting work, provide for adequate disposal of waste and wastewater.
Minimize grout and mortar spills and cleanup immediately after the grouting shift
is complete. Grouting contractor to clean section of pipe after injection prior to
commencing the next section of grout injection. Pipe shall be cleaned of all
debris caused by grout contractor.
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+ + END OF SECTION + +
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SECTION 03930
CONCRETE REPAIR AND REHABILITATION
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown, specified
and required to repair or rehabilitate all existing concrete members and
surfaces identified in the Contract Documents.
2.
Repair all damage to new concrete construction as specified herein, except
that where such repairs are specified in Section 03300, Cast-in-Place
Concrete.
B. Coordination:
1.
Review installation procedures in the following Section and coordinate the
installation of items that must be included with the repair and rehabilitation
of concrete.
1.2 QUALITY ASSURANCE
A. Reference Standards: Comply with the applicable provisions and recommen-
dations of the following, except as otherwise shown or specified:
1.
ASTM C 109, Test Method for Compressive Strength of Hydraulic Cement
Mortars.
2.
ASTM C 157, Test Method for Length Change of Hardened Cement Mortar
and Concrete.
3.
ASTM C 882, Test Method for Bond Strength of Epoxy-Resin Systems Used
with Concrete.
4.
ASTM D 412, Test Methods for Vulcanized and Thermoplastic Rubbers and
Thermoplastic Elastomers - Tension.
5.
ASTM D 624, Test Method for Tear Strength of Conventional Vulcanized
Rubber and Thermoplastic Elastomers.
6.
ASTM D 903, Test Method for Peel or Stripping Strength of Adhesive
Bonds.
7.
ASTM G 109, Test Method for Determining the Effects of Chemical
Admixtures on the Corrosion of Embedded Steel Reinforcement in Concrete
Exposed to Chloride Environments.
B. Construction Tolerances: Construction tolerances shall be as specified in Section
03300, Cast-in-Place Concrete, except as specified herein and elsewhere in the
Contract Documents.
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1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Submit manufacturer's product information and recommended placement
procedures for all repair materials.
2.
Submit Shop Drawings, when requested by ENGINEER, to show all methods
for supporting existing structures, pipes, etc., during demolition and repair
activities. Comply with the requirements of Section 01332, Shop Drawing
Procedures.
3.
Copies of certificates that show that the repair materials are approved by the
National Sanitation Foundation (NSF) for use on surfaces, which are in
contact with potable water.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Delivery of Materials:
1.
Deliver all materials to the job site in original, new and unopened packages
and containers bearing manufacturer’s name and label, and the following
information.
a.
Name or title of material.
b.
Manufacturer’s stock number and date of manufacture.
c.
Manufacturer’s name.
B. Storage of Materials:
1.
Storage only acceptable project materials on project site.
2.
Store in a suitable location approved by ENGINEER. Keep area clean and
accessible.
3.
Restrict storage to repair materials and related equipment.
4.
Comply with health and fire regulations including the Occupational Safety
and Health Act of 1970.
C. Handling of Materials:
1.
Handle materials carefully to prevent inclusion of foreign materials.
2.
Do not open containers or mix components until necessary preparatory Work
has been completed and application Work will start immediately.
PART 2 - PRODUCTS
2.1 REPAIR MORTAR
A. Repair mortar shall be a prepackaged cement-based product specifically
formulated for the repair of concrete surface defects. The repair mortar shall be a
two-component polymer-modified, portland cement, fast setting, trowel-grade
mortar. The repair mortar shall be enhanced with a penetrating corrosion inhibitor
and shall have the following properties:
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Physical Property
Value
ASTM Standard
Compressive Strength (minimum)
C 109
at 1 day
2000 psi
at 28 days
6000 psi
Bond Strength (minimum)
C 882*
at 28 days
1800 psi
* Modified for use with repair mortars.
B. Where the least dimension of the placement in width or thickness, exceeds 4-
inches, the repair mortar shall be extended by addition of aggregate as
recommended by the manufacturer.
C. Product and Manufacturer: Provide one of the following:
1.
SikaTop 122 Plus, SikaTop 123 Plus, or SikaTop 126 Plus, as manufactured
by Sika Corporation.
2.
Or equal.
2.2 JOINT REPAIR SYSTEM
A. Joint Repair System: The joint repair system shall consist of two components, an
epoxy resin adhesive and hypalon sheeting.
1.
Epoxy Resin Adhesive: Provide a two-component epoxy resin as follows:
a.
Component A shall be a modified epoxy resin of the epichlorohydrin
bisphenol A type containing suitable viscosity control agents and
pigments. It shall not contain butyl glycidyl ether.
b.
Component B shall be primarily a reaction product of a selected amine
blend with an epoxy resin of the epichlorohydrin bisphenol A type
containing suitable viscosity control agents, pigments and accelerators.
2.
Hypalon Sheeting: Provide Hypalon sheeting as follows:
a.
Hypalon sheeting shall consist of Hypalon rubber. It shall be perforated
along the bonding edge to provide a mechanical key. It shall have the
ability to be vulcanized with hydrocarbon solvent to permit its adhesion
to an epoxy resin adhesive.
b.
The sheeting shall be provided in 12-inch width with a thickness of 40
mils.
c.
The sheeting shall be able to be lapped or seamed by heat or by
anaromatic hydrosolvent strip.
d.
The sheeting shall be supplied with a removable center expansion strip.
3.
Product and Manufacturer: Provide one of the following:
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a.
Sikadur Combiflex, as manufactured by Sika Corporation.
b.
Or equal.
2.3 EXPOSED REBAR REPAIR
A. The exposed reinforcing repair system shall consist of two components, a first
application of a corrosion inhibitor and then a final application of a protective
slurry mortar.
B. Corrosion Inhibitor:
1.
The corrosion inhibitor shall penetrate the hardened concrete surface and
form a protective layer on the reinforcement. It shall have the following
properties:
a.
The product shall not change the substrate’s color, appearance, or
texture.
b.
Penetration (SNMS Analysis): 1/10 to 4/5 inches/day.
c.
Coating thickness (XPS and SIMS Analysis): 100 to 1000 angstroms.
d.
Corrosion Current Reduction (ASTM G 109): 65 percent at one year.
e.
Chloride Displacement (XPS and SIMS Analysis): Passes.
f.
Effectiveness in Carbonated Conditions (Electrochemical): passes.
g.
The product must not form a vapor barrier.
h.
The product must be environmentally sound.
i.
Post-application verification (Chromatography Plate Test): Passes.
j.
Longevity (Ten Year Accelerated Weather Testing): Passes.
2.
Product and Manufacturer: Provide one of the following:
a.
Sika FerroGard 903, as manufactured by Sika Corporation.
b.
Or equal.
C. Protective Slurry Mortar:
1.
Protective slurry mortar shall be a two-component, polymer-modified,
cementitious waterproofing and protective slurry mortar. Provide two coats
at a rate of 50 sq. ft./gal./coat.
2.
Product and Manufacturer: Provide one of the following:
a.
Sikatop Seal 107, as manufactured by Sika Corporation.
b.
Or equal.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine areas and conditions under which repair Work is to be installed, and
notify ENGINEER, in writing, of conditions detrimental to proper and timely
completion of Work. Do not proceed with Work until unsatisfactory conditions
have been corrected in a manner acceptable to ENGINEER.
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3.2 GENERAL
A. Surface Preparation:
1.
The entire area to be repaired shall have all laitance, foreign material, and
unsound concrete removed by chipping, abrasive blasting or hydroblasting.
The surface shall be further roughened as specified herein. Where non-
shrink grout or repair mortar is used, any additional surface preparation steps
recommended by the manufacturer shall be performed.
2.
Where repair concrete, shotcrete, or cement grout is used, and a bonding
agent is not required, or where the repair mortar or non-shrink grout
manufacturer recommends a wet or saturated surface, water shall be
delivered to the surface continuously for a minimum of four hours. Where
large surface areas are to be repaired, fog spray nozzles mounted on stands
shall be provided in sufficient numbers such that the entire surface to be
repaired is in contact with the fog spray cloud. The concrete shall be
prevented from drying until after the repair operation is completed.
Unrepaired surfaces shall be rewetted by water spray on at least a daily basis.
Should more than four days elapse without rewetting the unrepaired surfaces,
the original saturating procedure shall be repeated. All standing water in
areas to be repaired shall be removed prior to placement of repair material.
Means to remove excess water from the structure shall be provided.
3.
Where the repair material manufacturer recommends the use of an epoxy-
bonding agent, the recommendations of both the repair material and bonding
agent manufacturers shall be followed.
B. Care shall be taken to fully consolidate the repair material, completely filling all
portions of the area to be filled.
C. The repair surface shall be brought into alignment with the adjacent existing
surfaces to provide a uniform, even surface. The repair surface shall match
adjacent existing surfaces in texture and shall receive any coatings or surface
treatments which had been provided for the existing surface.
D. Curing:
1.
Curing of repair mortar and non-shrink grout shall be according to the
manufacturer's recommendations except that the minimum cure period shall
be three days.
2.
Curing of other materials shall be according to Section 03300, Cast-in-Place
Concrete.
3.3 TREATMENT OF SURFACE DEFECTS
A. Surface defects are depressions in a concrete surface which do not extend all the
way through the member. The depressions can result from the removal of an
embedded item, the removal of an intersecting concrete member, physical
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damage, unrepaired rock pockets created during original placement, or spalls from
corroded reinforcing steel or other embeds.
B. Preparation:
1.
All loose, damaged concrete shall be removed by chipping to sound material.
2.
Where existing reinforcing bars are exposed, concrete shall be removed to a
minimum of 1-inch all around the bars. If the existing bars are cut through,
cracked, or the cross sectional area is reduced by more than 25 percent, the
ENGINEER shall be notified immediately.
3.
The perimeter of the damaged area shall be score cut to a minimum depth of
0.5-inch and a maximum depth to not cut any existing reinforcing steel.
Existing concrete shall be chipped up to the score line so that the minimum
thickness of repair mortar is 0.5-inch.
C. Repair Material:
1.
Repair of surface defects in members, which are normally in contact with
water or soil, or in the interior surfaces of enclosed chambers that contain
water shall be made only with repair mortar.
2.
Repair of other surface defects may be by the application of repair mortar,
repair concrete, shotcrete, or cement grout, as appropriate.
3.4 PATCHING OF LINED HOLES
A. This Section applies to those openings which have embedded material over all or
a portion of the inside edge. Unless indicated to remain in place on the Drawings
or by the ENGINEER, such embedded materials shall be removed and the
remaining hole repaired as specified above. The requirements for repairing holes
in concrete specified above shall apply as modified herein.
B. Where embedded material is allowed to remain, it shall be trimmed back a
minimum of 2-inches from the concrete surface. The embedded material shall be
roughened or abraded to promote good bonding to the repair material. Any
substance that interferes with good bonding shall be completely removed.
C. Any embedded item that is not securely and permanently anchored into the
concrete shall be completely removed.
D. Embedded items which are larger than 12-inches in their least dimension shall be
completely removed, unless they are composed of a metal to which reinforcing
steel can be welded. Where reinforcement is required, it shall be welded to the
embedded metal.
E. The following additional requirements apply to concrete members which are in
contact with water or soil.
1.
Lined openings, which are less than 4-inches in their least dimension, shall
be filled with epoxy grout.
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2.
Lined openings which are greater than 4-inches, but less than 12-inches in
their least dimension, shall be coated with an epoxy bonding agent prior to
being filled with Class I non-shrink grout.
3.
Lined openings which are greater than 12-inches in their least dimension
shall be coated with an epoxy bonding agent and shall have a hydrophilic
rubber waterstop or bead of hydrophilic sealant installed to the interior of the
opening at the wall centerline, as required by Section 03251, Concrete Joints,
prior to being filled with any approved repair material.
3.5 REPAIR OF DETERIORATED CONCRETE
A. This Section pertains to concrete which has been damaged due to corrosion of
reinforcing steel, physical damage due to abrasion, and damage due to chemical
attack. The only material acceptable for surface repair is repair mortar as
specified herein. Where the repaired surface is to be subsequently covered with a
PVC liner material, the finishing details shall be coordinated with the
requirements of installing the liner material.
B. Surface Preparation:
1.
All loose, broken, softened, and acid contaminated concrete shall be removed
by abrasive blasting and chipping down to sound, uncontaminated concrete.
2.
When the removal of deteriorated concrete is completed, CONTRACTOR to
notify the ENGINEER, in writing. Two days shall be scheduled for the
ENGINEER to inspect the surface, perform testing for acid contamination,
determine if additional concrete must be removed, and to develop any special
repair details that may be required. Should it be determined that additional
concrete must be removed to reach sound, uncontaminated material, another
two week period shall be scheduled for further evaluation after the end of the
additional removal.
3.
Additional surface preparation shall follow the recommendations of the
repair mortar manufacturer.
4.
Isolated areas of exposed reinforcing bars shall be treated as required for
repair of surface defects. If extensive areas of reinforcement are uncovered
after removal of deteriorated concrete, repair methods shall be as determined
by the ENGINEER.
C. Repair Mortar Placement:
1.
The procedures recommended by the manufacturer for the mixing and
placement of the repair mortar shall be followed.
2.
After the initial mixing of the repair mortar, additional water shall not be
added to change the consistency should the mix begin to stiffen.
3.
Repair mortar shall be placed to a minimum thickness as recommended by
the manufacturer, but not less than 0.50-inch. Where removal of deteriorated
concrete results in a repair thickness of less than 0.5-inch to return to original
concrete surface location in isolated areas totaling less than ten percent of the
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total repair area, additional concrete shall be removed to obtain the 0.5-inch
thickness. Where the area with repair thickness of less than 0.5-inch exceeds
ten percent of the total repair area, notify the ENGINEER. In any case,
repair mortar shall be added so that the minimum cover over existing
reinforcing steel is 2-inches. Do not place repair mortar so as to create
locally raised areas. Where there is a transition with wall surfaces which are
not in need of repair, the repair mortar shall not be feathered at the transition.
A score line shall be sawcut to not less than the minimum repair mortar depth
and concrete chipped out to it to form the transition. Care shall be taken to
not cut or otherwise damage any reinforcing steel.
4.
The repair mortar shall be placed to an even, uniform plane to restore the
member to its original surface. Tolerance for being out of plane shall be such
that the gap between a 12-inch straight edge and the repair mortar surface
does not exceed 0.125-inch and the gap between a 48-inch straight edge and
the repair mortar surface does not exceed 0.25-inch. This shall apply to
straight edges placed in any orientation at any location.
D. Finishing:
1.
The repair mortar shall receive a smooth, steel trowel finish.
2.
When completed, there shall be no sharp edges. All exterior corners, such as
at penetrations, shall be made with a 1-inch radius. All interior corners shall
be square except corners to receive PVC lining shall be made with a 2-inch
repair mortar fillet.
E. Curing:
1.
Curing shall be performed as recommended by the repair mortar
manufacturer, except that the cure period shall be at least 24 hours and shall
be by means of a continuous fog spray. If the manufacturer recommends the
use of a curing compound, no material shall be used that would interfere with
the bond of the protective coating system or adhesive used for placing PVC
lining, where required.
3.6 TREATMENT OF EXPANSION JOINT REPAIR
A. Surfaces to be repaired shall have all laitance, foreign material, and unsound
concrete removed by chipping, abrasive blasting or hydroblasting.
B. Follow all other surface preparation and application specifications as
recommended by manufacturer.
3.7 EXPOSED REBAR REPAIR
A. The entire area to be repaired shall have all corrosion, foreign materials, and
unsound concrete by means of abrasive blasting or hydroblasting.
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B. Surface shall be visually dry before application of the corrosion inhibitor. The
corrosion inhibitor shall be placed liberally to achieve 100 sq ft/gal coverage in
two or more coats by allowing it to soak into the substrate. The re-coat time
between coats shall be a minimum of one hour. Apply by use of rollers, brushes,
or hand-pressure spray equipment.
C. After the last coat of the corrosion inhibitor is applied, a minimum curing time of
24 hours is required.
D. High Pressure Wash all surfaces to remove filmy residue that is left on the surface
by the corrosion inhibitor. Residue acts like bond breaker and must be removed
before mortar coating.
E. For mortar coating, refer to Paragraph 3.5.C, Repair Mortar Placement, Paragraph
3.5.D, Finishing, and Paragraph 3.5.E, Curing.
3.8 FIELD QUALITY CONTROL
A. CONTRACTOR to provide will employ a testing laboratory to perform field
quality control testing. ENGINEER will direct the CONTRACTOR
on the
number of standard compression tests and specimens required as specified below,
under the direct inspection by ENGINEER. Furnish all necessary assistance
required by ENGINEER. Provide all labor, material and equipment required
including rods, molds, thermometer, curing in a heated storage box, and all other
incidentals required. Above will be subject to approval by ENGINEER. Furnish
all necessary storage, curing, and transportation required by the testing.
B. Field tests of cement-based grouts and repair mortar:
1.
Compression test specimens will be taken during construction from the first
placement of each type of mortar or grout, and at intervals thereafter as
selected by the ENGINEER to ensure continued compliance with these
specifications. The specimens will be made by the ENGINEER or its
representative.
2.
Compression tests and fabrication of specimens for repair mortar and non-
shrink grout will be performed as specified in ASTM C 109. A set of three
specimens will be made for each test. Tests shall be made at 7 days, 28 days,
and additional time periods as appropriate.
3.
All material, already placed, which fails to meet the requirements of these
specifications, is subject to removal and replacement at the cost of
CONTRACTOR.
4.
The cost of all laboratory tests on mortar and grout will be borne by the
CONTRACTOR to provide and CONTRACTOR shall obtain specimens for
testing. The cost of any additional tests and investigation on Work
performed which does not conform to the requirements of the specifications
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will be the CONTRACTOR’s responsibility. Supply all materials necessary
for fabricating the test specimens.
C. Repair Concrete: Repair concrete shall be tested as required in Section 03300,
Cast-in-Place Concrete.
++ END OF SECTION ++
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SECTION 05581
FLOOR ACCESS HATCH COVERS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to furnish hinged floor access hatch covers.
2.
The types of floor access hatch covers include the following:
a.
Aluminum covers with standard angle frame.
1.2 QUALITY ASSURANCE
A. Manufacturer: All floor covers for the project shall be the product of a single
manufacturer. Covers from more than one manufacturer will not be permitted.
B. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified.
1.
ASTM B 209, Specification for Aluminum and Aluminum Alloy Sheet and
Plate.
2.
ASTM B 210, Specification for Aluminum and Aluminum Alloy Drawn
Seamless Tubes.
3.
ASTM B 221, Specification for Aluminum and Aluminum Alloy Extruded Bars,
Rods, Wire, Shapes and Tubes.
4.
NAAM, Metal Finishes Manual and Metal Box Grating Manual.
5.
Aluminum Association Standards.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Dimensional plans of all floor covers, quantity schedule, details of fabrication
and erection, and anchorage.
2.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
3.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
4.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
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shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The
CONTRACTOR shall furnish equipment and/or services as specified if an
exception and/or deviation is rejected. The remaining portions of the paragraph
not underlined will signify compliance on the part of the CONTRACTOR with
the specifications. Failure to include a copy of the marked-up specification
sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for
rejection of the entire submittal with no further consideration.
1.4 GUARANTEE
A. Furnish a written guarantee obtained from the manufacturer. Guarantee shall state
the following:
1.
Floor covers are to operate properly and be free of defects in material and
workmanship for a period of five years from date of purchase.
2.
Should any part fail to function, or break in normal use during this period,
manufacturer shall furnish a new part at no additional cost to OWNER.
PART 2 - PRODUCTS
2.1 MATERIALS AND FABRICATION
A. General:
1.
Provide Manufacturer's standard fabricated units, modified, if necessary, to
comply with the requirements of the Contract Documents. Where standard units
are not available for the sizes and types required, custom fabricate units to match
manufacturer's similar units.
2.
Fabricate each unit in the shop, complete with anchors, gaskets, hardware and
accessory items, as required.
B. Aluminum Covers with Standard Frame:
1.
Provide aluminum covers, with standard angle frame, designed to withstand
AASHTO H-20 loadings.
2.
Access hatches shall be sized per the Contract Drawings for entry and slide gate
removal.
3.
Provide frame and cover to prevent storm water infiltration
4.
Provide Type 316 stainless steel hinges and hardware.
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5.
Product and Manufacturer: Provide one of the following:
a.
The Bilco Company.
b.
Or equal.
C. Door leaves shall be checkered or diamond plate, or other approved non-slip surface.
D. Frames shall have anchor flanges or strap anchors.
E. Door shall have hold-open devices.
F. Door leaves ten square feet and larger shall have torsion bars, springs or other
approved means, for counterbalanced operation.
G. Covers shall have flush exterior locking device with removable handle, and interior
turn handle.
H. All aluminum covers shall be mill finished. Protect finish with a factory applied
coating of lacquer standard with the manufacturer.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install doors in accordance with approved Shop Drawings and Manufacturer’s
instructions.
B. Set doors plumb, level and true to line or grade, without warp or rack, for anchoring
under other Sections of these Specifications.
C. Protection of Aluminum from Dissimilar Materials: Coat all surfaces of aluminum in
contact with dissimilar materials such as concrete, masonry, steel and other metals.
+ + END OF SECTION + +
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SECTION 06611
FIBERGLASS REINFORCED PLASTIC GRATINGS
AND SUPPORT FRAMING MEMBERS
A. GENERAL
1.2 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to furnish and install fiberglass grating and
support framing members. The Work also includes:
a.
Providing grating to accommodate the Work under this and other Sections
and attaching to the grating and all items such as fasteners and all items
required including embedded angles for which provision is not specifically
included under other Sections.
b.
Providing Fiberglass Reinforced Plastic (FRP) angles where shown on the
Drawings or required for embedment in concrete or support of gratings.
c.
Providing support framing members as required.
2.
Comply with the requirements of Section 03252, Anchorage in Concrete and
Adhesive Anchors.
B. Coordination:
1.
Review installation procedures under this and other Sections and coordinate
installation of items that must be installed with or before the fiberglass
reinforced plastic gratings, treads and support framing members Work.
1.3 QUALITY ASSURANCE
A. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown on the Drawings or specified.
1.
ASTM D 635, Test Method for Rate of Burning and/or Extent and Time of
Burning of Plastics in a Horizontal Position.
2.
ASTM D 638, Test Method for Tensile Properties of Plastics.
3.
ASTM D 790, Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
4.
ASTM D 2344/D 2344M, Test Method for Short-Beam Strength of Polymer
Matrix Composite Materials and their Laminates.
5.
ASTM D 495, Test Method for High Voltage, Low-Current, Dry Arc Resistance
of Solid Electrical Insulation.
6.
ASTM D 696, Test Method for Coefficient of Linear Thermal Expansion of
Plastics between -30 Degrees C and 30 Degrees C with a Vitreous Silica
Dilatometer.
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7.
ASTM E 84, Test Method for Surface Burning Characteristics of Building
Materials.
8.
National Bureau of Standards, PS 15-69, Custom Contact-Molded Reinforced-
Polyester Chemical Resistant Process Equipment.
9.
OSHA Federal Register, Volume 39, No. 125, Section 1910.23.
10. Standards of the Reinforced Plastic/Composites Institute.
11. 2024 International Building Code
B. Source Quality Control:
1.
Obtain all gratings, treads and support framing members components and
accessories from the same manufacturer.
C. Qualifications:
1.
FRP gratings, structural shapes, and all related accessories shall be manufactured
and fabricated in North America and the manufacturers should have at least 5
years of experience in manufacturing the FRP products.
D. Field Measurements:
1.
Take field measurements prior to preparation of Shop Drawings and fabrication
where required, to ensure proper fitting of the Work.
E. Provide manufacturers standard three-year warranty on all FRP products against
defects in materials and workmanship.
1.4 SUBMITTALS
A. Samples: Submit for approval the following:
1.
Representative samples of grating, treads and support framing members,
fasteners and other finished products. ENGINEER’S review will be for type and
finish only. Compliance with all other requirements is the exclusive responsi-
bility of CONTRACTOR.
B. Shop Drawings:
1.
Product technical data including:
a.
Acknowledgement that products submitted meet requirements of standards
referenced.
b.
Manufacturer's installation instructions.
c.
Manufacturer's recommendations on reinforcing field cut openings.
2.
Fabrication and/or layout drawings.
a.
Plan showing profile, location, section and details of each item including
anchorage or support system(s).
b.
Locations and type of expansion joints.
c.
Materials of construction including shop applied coatings.
d.
Listing of all accessory items being provided indicating material, finish, etc.
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3.
Certifications:
a.
Certification of registered professional engineer's qualifications.
b.
Certification that all components and systems have been designed and
fabricated to meet the loading requirements specified.
4.
Manufacturer's full line of colors available for each component.
C. Informational Submittals:
1.
Complete design calculations of all supporting structure and fastening
conditions.
a.
Design calculations to be for information only meeting specification
requirements.
D. The Work shall not be fabricated until CONTRACTOR submits field measurements
of the openings and until the manufacturer's drawings based upon CONTRACTOR'S
measurements have been approved by ENGINEER.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver and handle each item to preclude damage.
B. Store all items on skids above ground. Keep free of dirt and which will damage items
or finish and protect from corrosion and UV exposure.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are
acceptable:
1.
Grating and solid plate:
a.
American Grating
b.
Enduro Composites.
c.
Fibergrate Composite Structures, Inc.
d.
Seasafe, Inc.
e.
Strongwell Corporation.
2.
Structural shapes:
a.
American Grating
b.
Enduro Composites.
c.
Fibergrate Composite Structures, Inc.
d.
Strongwell Corporation.
2.2 MATERIALS
A. Fiberglass Reinforced Plastic (FRP):
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1.
Flame Retardant Vinyl Ester Resin System.
2.
Resin type shall be confirmed and certified by manufacturer to be appropriate for
in-place chemical exposure.
3.
Color: Safety yellow.
B. Fasteners, Clips, Saddles, and Miscellaneous Components:
1.
Fiberglass where possible.
2.
Type 316 stainless steel may be used if fiberglass component is not available.
C. Adhesive: Recommended by manufacturer.
D. Skid-resistant Surfacing: Manufacturer-applied abrasive grit coating.
E. All pultruded grating shall be constructed of strand roving, transverse mat, and a
synthetic surface veil, including ultraviolet (UV) light inhibitors.
F. Gratings shall be reinforced with continuous strand roving, not exceed 35% of
grating weight in order to provide optimal corrosion resistance and impact strength.
2.3 PERFORMANCE CRITERIA
A. The manufacturer shall furnish grating and supports to conform to the following
criteria:
1.
General Use Grating:
a.
Design Loads: Uniformly Distributed Load of 300 psf and 2,000 lbs.
Concentrated Load on 12-inch by 12-inch area.
b.
Covered rectangular Mesh Grating:
1) Pattern: 1.5-inch on center maximum.
2) Thickness: 1.5-inches minimum.
3) Fine grit surface
c.
Maximum Clear Span Deflection (under uniform load) 1/200 of span or
1/4-inch at four-feet, whichever is smaller.
d.
Fire Resistance: 25, ASTM E 84; self-extinguishing ASTM D 635.
e.
Chemical resistance.
1) System shall be capable of withstanding splash and spillage of the
following chemicals:
a)
Hydrogen Sulfide Dry/Wet Gas at 115 deg F.
f.
Sheet size: Grating sheet size shall be sized to be removed from access
hatch, CONTRACTOR to coordinate structure access hatch size to
determine maximum grating sizes. Grating shall be 5-ft square maximum
to allow for removal due to weight, manufacturer shall design support
system based on the 5-ft maximum sheet size requirements for the entire
grating area as shown per the Drawings.
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B. The manufacturer shall furnish pultruded structural shapes to have the minimum
longitudinal mechanical properties listed below:
1.
Tensile Strength: ASTM D 638, 30,000 (206) psi, (MPa).
2.
Tensile Modulus: ASTM D 638, 2.5 x 106 (17.2) psi, (GPa).
3.
Flexural Strength: ASTM D 790, 30,000 (206) psi, (MPa).
4.
Flexural Modulus: ASTM D 790, 1.8 x 106 (12.4) psi, (GPa).
5.
Flexural Modulus (Full Section): ASTM D 790, 2.8 x 106 (19.3) psi, (GPa).
6.
Short Beam Shear (Transverse): ASTM D 2344/D 2344M, 4,500 (31) psi,
(MPa).
7.
Shear Modulus (Transverse): 4.5 x 105 (3.1) psi, (GPa).
8.
Coefficient of Thermal Expansion: ASTM D 696, 4.4 x 10-6 (8.0 x 10-6)
in/in/°F (cm/cm/°C).
9.
Flame Spread: ASTM E 84, 25 or less.
2.4 FABRICATION
A. Use materials of the minimum size and thickness as specified above, unless
otherwise shown on the Drawings. Work to the dimensions shown on approved
Shop Drawings.
B. Grating and support framing system shall be provided and designed by the grating
manufacturer, and shall be coordinated with the piping and electrical conduit
locations, and shall comply with the standards of the Reinforced Plastic/Composites
Institute, except as specified herein.
1.
Grating manufacturer shall provide structural drawings for the grating support
system stamped by a licensed structural engineer in the state of Arizona.
2.
Grating support system shall be fiberglass reinforced plastic with stainless steel
Type 316 anchor bolts and nuts.
C. Grating Fabrication:
1.
Grating supplied shall meet the dimensional requirements and tolerances as
shown on the Drawings or specified. Provide field measurements for the Work
fabricated to conform to field conditions.
2.
Each grating section shall be readily removable, except where shown on the
Drawings. Gratings shall be fabricated free from warps, twists, or other defects
which affect appearance and serviceability.
3.
All shop fabricated grating cuts shall be coated with vinyl ester resin to provide
maximum corrosion resistance.
4.
Provide Type 316 stainless steel hold-down clips spaced as recommended by the
manufacturer.
D. Support Framing Member Fabrication:
1.
Structural grating shapes supplied shall be 5-ft square maximum and meet the
minimum dimensional requirements as shown on the Drawings or specified.
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Provide field measurements for the Work fabricated to conform to field
conditions. Determine correct size and locations of required holes or coping
from field dimensions prior to structural shape fabrication.
2.
All shop fabricated cuts or drilling shall be coated with vinyl ester resin to
provide maximum corrosion resistance.
3.
Provide Type 316 stainless steel bolts.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Fastening to In-Place Construction: Provide Type 316 stainless steel anchorage
devices and fasteners to secure grating to supporting members or prepared openings,
as recommended by the manufacturer or as shown on the Drawings.
B. Cutting, Fitting and Placement:
1.
Perform all cutting, drilling and fitting required for installation. Set the Work
accurately in location, alignment and elevation, plumb, level, true and free of
rack. Do not use wedges or shimming devices.
2.
Make cutouts or openings in the field as approved by ENGINEER.
3.
All grating which requires cutting during installation shall have the effected
surfaces sealed with catalyzed resin sealant of equal or superior corrosion
resistance to the grating as recommended by the manufacturer.
4.
Secure grating, to fiberglass structural members, as specified by the
manufacturer.
5.
Fit exposed connections accurately together to form tight joints.
6.
Secure edges of grating to each other with end panel clips.
7.
Secure clips to grating with Type 316 stainless steel bolts such that the grating
shall act as a unit, or as shown on the Drawings. Place bolts not more than 3-
inches from each plate section end and not more than 24-inches on center, or as
shown on the Drawings.
C. Installation of Grating:
1.
Install gratings in accordance with manufacturer’s assembly drawings. Lock
grating panels securely in place with hold-down fasteners as specified herein.
Follow manufacturer’s instructions when cutting or drilling fiberglass products
or using resin products. Provide adequate ventilation.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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SECTION 06614
FIBERGLASS REINFORCED PLASTIC STOP LOGS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the Drawings,
specified and required to furnish FRP stop logs, FRP guide frame, and lifting device.
B. Related Sections:
1.
It is the CONTRACTOR’s responsibility for scheduling and coordinating the work or
subcontractors, suppliers, and other individuals or entities performing or furnishing
any of the CONTRACTOR’s work.
2.
The following Sections are related to the Work described in this Section. This list of
Related Sections is provided for convenience only and is not intended to excuse or
otherwise diminish the duty of the CONTRACTOR to see that the completed Work
complies accurately with the Contract Documents.
a.
Section 03252, Anchorage in Concrete.
1.2 QUALITY ASSURANCE
A. Equipment shall be the latest design of a manufacturer engaged in the production of
equipment of this type with a minimum of 20 years experience designing and
manufacturing stop logs.
B. Frames, logs, and beams shall be by one manufacturer.
C. Manufacturer must provide warranty for 25 years against failure due to corrosion.
1.3 REFERENCES
A. Comply with applicable provisions and recommendations of the following, except as
otherwise shown or specified.
1.
ASTM A193, Stainless Steel Anchor Bolts
2.
ASTM A276, Stainless Steel Bars
3.
ASTM D256, Izod Impact Strength
4.
ASTM D570, Water Absorption Rate
5.
ASTM D638, Tensile Strength
6.
ASTM D695, Compressive Properties of Rigid Plastic
7.
ASTM D696, Coefficient of Linear Expansion
8.
ASTM D790, Flexural Properties
9.
ASTM D1056, Polymer Grade
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10. ASTM D2583, Indentation Hardness
11. ASTM D2563-0, Visual Defects
12. ASTM D2584, Resin, Glass & Filler Content
13. AWWA C-563, Leakage Rate
1.4 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Shop drawings with complete description of all materials including the material
thickness of all structural components of the stop logs, guide frames and stop log
lifting assembly.
2.
Manufacturer's installation instructions showing all details of construction, details
required for installation, dimensions, and anchor bolt locations.
3.
Design calculations: Submit calculations and design data to substantiate conformance
with requirements indicated on the Drawings and specified in the specifications,
including stop log load and deflection criteria.
4.
Certificates: Submit manufacturer's certificates reporting the result of leakage tests
performed on stop logs.
5.
Refer to and comply with the requirements of Section 01332, Shop Drawing
Procedures.
6.
CONTRACTOR shall submit an electronic copy per Specification Section 01332,
Shop Drawing Procedures.
7.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to indicate
requested deviations from specification requirements. Check marks shall denote full
compliance with a paragraph as a whole. If deviations from the specifications are
indicated, and therefore requested by the CONTRACTOR, each deviation shall be
underlined and denoted by a number in the margin to the right of the identified
paragraph, referenced to a detailed written explanation of the reasons for requesting
the deviation. The ENGINEER shall be the final authority for determining
acceptability of requested deviations. The CONTRACTOR shall furnish equipment
and/or services as specified if an exception and/or deviation is rejected. The remaining
portions of the paragraph not underlined will signify compliance on the part of the
CONTRACTOR with the specifications. Failure to include a copy of the marked-up
specification sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for rejection of
the entire submittal with no further consideration.
1.5 DESIGN REQUIREMENTS
A. Design, fabricate, and test stop log or stop gate system and materials in accordance with
the manufacturer’s procedures and assuming full pipe flow.
B. Stop log or slide gate systems shall meet AWWA C-563 leakage requirements.
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1.
Maximum allowable leakage of stop logs with seating head shall not exceed 0.10
GPM/FT of wetted linear seal area under full design head when installed in
manufacturer’s Guide Frames.
C. Stop log or slide gate panel shall be fiberglass reinforced polymer (FRP).
D. Composition of the stop log laminate shall be in accordance with the recommendations
shown in the Quality Assurance Report for Reinforced Thermostat Plastic (RTP) Corrosion
Resistant Equipment prepared under the sponsorship the Society of the Plastics Industry,
Inc. (SPI) and the Material Technology Institute of the Chemical Process Industries, Inc.
(MTI) for “Hand Lay-up Laminates” and shall meet the specifications for Type 1, Grade
10 laminates shown in Appendix M-1 of said report.
1.
Visual inspection for defects shall be made without the aid of magnification and
defects shall be classified as shown in Table 1 Level II of ANSI/ASTM D2563-0,
approved 1977, (or any subsequent revision).
E. Deflection
1.
Deflection across the stop log width shall be limited to: L/360 or ¼” (6mm), whichever
is less, at the maximum operating head.
F. Head Pressure
1.
Stop log system shall be designed for a maximum head pressure as per gate schedule.
G. Stop log panel size as shown on the contact drawings and/or gate schedule.
H. Surface Conditions
1.
All stop log panels shall be flat and level.
2.
Warpage throughout the entire stop log panel shall not produce a crown of more than
1/16” (1.6mm) in any direction.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Manufacturer: One of the following or equal:
1.
Plasti-Fab, Inc.
2.
Approved equal
2.2 MATERIALS
A. FRP stop logs or slide gate shall meet the following requirements:
1.
FRP resin shall be vinyl ester.
2.
Guide frames to be vinyl ester FRP.
3.
Lifting pins to be T-316L stainless steel.
4.
Anchor bolts to be T-316L stainless steel.
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5.
Lifting beam to be T-316L stainless steel.
6.
Storage rack(s) to be vinyl ester FRP.
7.
Seal material shall be EPDM.
8.
The stop logs shall be free of any cracks, crazing, blistering, chips, pits, dry spots,
fisheyes, burned areas, entrapped air, surface porosity, exposed glass or steel
reinforcing, and foreign material.
9.
The stop logs shall not have any wrinkles or solid blisters exceeding 1/8 inch.
10. Guide frame shall be embedded to precast manhole base as part of the manhole base
casting manufacturing process.
B. Physical Properties
1.
Structural characteristics for FRP glass mat laminates shall meet the following
minimum physical properties:
Tensile strength
15,000 psi (1034 ksc)
Flexural Modulus
1,000,000 psi (70307 ksc)
Flexural Strength
20,000 psi (1406 ksc)
Compressive Strength
22,000 psi (1547 ksc)
Impact Strength
9.0 ft-lbs/in. (1.24
Water absorption
0.13% (in 24 hours)
2.
Seals: Extruded EPDM seals shall have the following physical characteristics:
Specific Gravity
1.25
Hardness
55 – 65 Shore A Durometer
Tensile Strength
1500 psi min. (0.07ksc)
Elongation
300%
Low temperature brittleness
- 40°
2.3 FABRICATION
A. Stop logs:
1.
The stop log shall be fabricated by means of vacuum infusion so as to totally
encapsulate the internal structural matrix and protect it against corrosion from moisture
or chemical deterioration with a minimum thickness of ¼ inch (6mm) FRP on the front
and back facings, and ¾ inch (19mm) FRP on the remaining perimeter. Stop logs shall
be designed so that the maximum fiber stress (ultimate or yield, whichever applies)
shall exceed 2.5 times the working stress. Stop logs shall be suitably reinforced to
withstand the maximum seating head with a deflection less than ℓ/360 of the stop log
width, or ¼ inch (6mm), whichever is less. Stop log covers that are fabricated from
pressed or laminated sheet material and/or glued/bonded to a substructure shall not be
acceptable. No seams or joints that may allow water intrusion will be acceptable. Each
Stop Log shall be molded individually to the exact dimensions specified.
2.
Stop Log shall be manufactured of reinforced thermoset plastic in the form of FRP.
3.
Stop Log shall have UV Stabilizing pigment in the Resin to provide long-term
protection from UV.
4.
The surface shall be resin rich to a depth of 0.010 inches (2.5mm) to 0.020 inches
(5mm) and reinforced with C-glass or polymeric fiber surfacing material.
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5.
The surface shall be free of exposed reinforcing fibers.
6.
The composition of these layers shall be approximately 95% (by weight) resin. The
remaining laminate shall be made up of copolymer composite and reinforcing fibers
in a form, orientation and position to meet the mechanical requirements.
7.
Structural reinforcing shall be utilized to attain the necessary stiffness to meet
deflection requirements, and shall be well encapsulated with a laminate not less than
¼” (6mm) thick on each side to ensure against any permeation by water to the
core areas. . Internal steel structure to be welded per ASME/ASTM standards,
sandblasted and coated with vinyl ester resin immediately prior to vacuum infusion in
order to ensure complete bonding with external corrosion barrier.
8.
T-316L stainless steel lifting pins shall be attached to the stop log by passing
completely through the log. Stainless steel lifting pin shall be fastened to the log with
sufficient reinforcing to withstand the lifting force. Lifting pins attached to the surface
of the log are not acceptable. The through holes shall not pass through or be in contact
with the internal steel reinforcing.
9.
Core material must be 100% resistant to decay and attack by fungus and bacteria and
be resistant to hydrocarbons.
10. To assure maximum service life, the copolymer composite shall be ultraviolet
stabilized and seamless to protect inner structural members from corrosion.
11. Metal, concrete, or wood stop logs subject to corrosion/bacterial breakdown/rot shall
not be acceptable alternatives to composite FRP material.
12. Stop Log panels shall be manufactured using advanced technology vacuum infusion
resin transfer processes. The closed mold vacuum process must completely evacuate
all air from the mold prior to infusing the mold with premium quality resin as
specified. The vacuum infusion process must eliminate the potential of air entrapment
and/or voids in the matrix of the stop log panel (which cause defects and performance-
detracting irregularities) thus producing a finished product that is one-piece, seamless
and uniformly impenetrable by fluids eliminating interior corrosion. Stop Logs
produced by techniques that employ adhesives or mechanical fasteners to attach
individual panels to a pre-fabricated framework resulting in seams along vertical and
horizontal axes of the stop log which create stress-potential areas, portals for fluid
infiltration, subsequent de-lamination and product failure due to corrosion.
B. Seals
1.
The stop logs shall be equipped with elastomeric bottom seals to seal between the logs.
Seals shall be made of molded EP, per ASTM D- 2000 having a hardness of 55 – 65
Shore A Durometer, conforming to ASTM D-2000, with a maximum compression set
of 25%, and low temperature brittleness to meet suffix F-17 (- 40oF/C).
C. Guide Frames
1.
Guide frames shall be styled for embedded guide frames as shown on the contract
drawings and/or stop log schedule.
2.
Guide frames shall be fabricated from vinyl ester FRP and shall have a slot suitable
for mating with the stop log panels.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER: WW2402.401
Wilson Engineers
For Construction
24-026
06614-6
May 2025
2.4 PORTABLE CRANE
A. Product and manufacturer: Provide one of the following:
1.
Thern
a.
Davit Crane Commander 2000; Model 5PT20-E2 must have extended mast (5-
inches) and hydraulic cylinder to be able to adjust hook reach under load
b.
Galvanized finish
c.
Flush Mount Base; Model 5BF20
d.
Base Extension; Model 5BE20-15
e.
304 Stainless Steel Wire Rope; Model WS25-45NS
f.
304 Stainless Steel Base Anchor Kit; Model AN50A-5S
2.
Approved equivalent
B. Qualified manufacturer representative shall provide one, four (4) hour training session for
city operations staff.
C. Manufacturer shall provide a certification of proper installation and provide copies to the
OWNER, ENGINEER, CONTRACTOR, and manufacturing facility.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Thoroughly clean and remove all shipping materials prior to setting.
B. Install stop log systems per Manufacturer’s recommendations.
C. Manufacturer shall provide a certification of proper installation and provide copies to the
OWNER, ENGINEER, CONTRACTOR, and manufacturing facility.
D. Qualified manufacturer representative shall provide one, four (4) hour training session for
city operations staff.
E. Testing:
1.
After stop logs are installed, conduct field leakage tests at specified operating
conditions.
2.
The manufacturer shall certify in writing that the field leakage test is within the
allowable leakage limits.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER: WW2402.401
Wilson Engineers
For Construction
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06614-7
May 2025
Stop Log Schedule
Reference
Drawing
Width of
Opening
(Inches)
Height of
Each Log
(Inches)
Number
of Logs
Design
Pressure,
Seating,
Feet
Design
Pressure,
Unseating,
Feet
Remarks
M-2.0/
M-2.2
74
24
12
3
1
7
7
Each pipe opening to have
three (3) 24” tall logs and
one (1) 12” tall log
M-3.0/
M-3.6
74
24
12
3
1
7
7
Each pipe opening to have
three (3) 24” tall logs and
one (1) 12” tall log
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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09910-1
May 2025
SECTION 09910
SPECIAL FINISHES
PART 1 - GENERAL
1.1 SUMMARY
A. CONTRACTOR shall provide all labor, materials, equipment, services, and
incidentals required to furnish and install corrosion resistant coatings for the
sanitary sewer manhole rehabilitation as specified herein.
1.2 SECTION INCLUDES
A. Corrosion resistant coating.
1.3 SUBMITTALS
A. Submit the following for approval:
1.
Letters of Certification of Compliance on materials, equipment, etc.
2.
Identify product name and number, manufacturer and local distributor name,
address, and telephone number.
3.
Samples.
4.
Operating and/or service manuals, and all other data pertinent to operating or
servicing the complete apparatus. Include detailed procedures for light repairs
such as dents and scratches.
5.
Manufacturer’s installation methods:
a.
Safety data sheets (SDS)
b.
Maximum storage life and storage requirements
c.
Mixing and proportioning requirements
d.
Environmental requirements for application and worker safety, including
ventilation, humidity, and temperature ranges
e.
Application film thickness PM coat of primer and finish coat
f.
Curing time required
6.
Identify manufacturer's recommended, published spreading rate and dry film
thickness of each coating material proposed for use.
7.
Mixing instructions, shelf life, method of application, recommended number
of coats, and drying time.
8.
General bulletins and catalog cuts describing complete coating system,
including all principles and fundamentals.
9.
Materials of construction of all components.
10. Material gradation, design mix, job mix formula, and/or material analysis.
11. Copies of the CONTRACTOR'S proposed protection procedures in each area
of Work.
12. Sample of finished product showing final color: Coating shall be light in color.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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13. A written certification of the applicator's qualifications to the ENGINEER for
approval. Applicator shall be an Arizona licensed contractor. Each of the
applicator’s employees applying coatings and underlayment’s shall be
certified by the manufacturer as having sufficient training and knowledge to
properly apply their products
14. Quality Assurance and Testing Reports.
1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. All surface coating materials shall be delivered to the job site in original sealed
containers and shall be used directly from these sealed containers.
B. All containers shall have the following labels naming title of material,
manufacturer's name and stock number, contents by volume, color name and
number, and application instructions.
C. All surface coating materials shall be stored in an area according to manufacturer's
recommendations.
D. The storage area shall be kept neat and clean. Floors and other surfaces shall be
adequately protected. Any damage caused by the CONTRACTOR to surfaces in
the storage area shall be thoroughly cleaned and repaired.
E. All oily rags, waste, etc., shall be placed in a covered material container and
removed by the CONTRACTOR at the end of each shift.
1.5 QUALITY ASSURANCE
A. Corrosion resistant coating manufacturer and applicator shall have at least five
years experience in production and coating applications, respectively.
B. Certify long-term compatibility of all coatings with all substrates.
C. Provide the services of a qualified manufacturer's representative at the Project site
for a minimum of two trips. Within seven calendar days after inspection by the
manufacturer, the CONTRACTOR shall provide a written report from the
manufacturer certifying the coatings have been applied properly and in accordance
with the manufacturer's recommendations and requirements. Deficiencies in the
coating system, if any, noted by the manufacturer during final inspection shall be
defined in the manufacturer's report including corrective measures to be
implemented by the CONTRACTOR at the CONTRACTOR'S expense. Following
corrective measures by the CONTRACTOR, the manufacturer shall re-inspect the
Work. Within seven days after re-inspection, provide a written report form the
manufacturer certifying the coatings have been applied properly and in accordance
with the manufacturer's recommendations and requirements.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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G. Maintain a Coating Application Log containing the information. The Paint
Application Log shall be maintained on a daily basis for all areas where the Work
is being performed. The Paint Application Log shall be turned over to the
ENGINEER the following day that the work was performed. The log shall include
the following:
1. Date.
2. Time.
3. Weather condition (at work location).
4. Air temperature (at work location).
5. Surface temperature (at work location).
6. Dew point (at work location).
7. Humidity (at work location).
8. Material temperature (Before (Separately) and Mixed (Combined)
9. Location/area square footage.
10. Description of Work performed.
11. Materials used, colors and batch numbers, quantity of materials used (not
including waste).
12. Application/surface preparation equipment and personnel.
13. WFT/surface profile measurements.
14. Comments, quality control procedures.
15. Signature/title.
1.6 WARRANTY
A. The corrosion resistant coating manufacturers shall warrant the products being
supplied to the OWNER against defects for a period of five years under normal
use. The warranty shall be in printed form.
B. Warranty Period Inspection:
1.
OWNER may conduct inspection at any time prior to five (5) years following
completion of new coating work and /or repaired coating work.
CONTRACTOR and representative of coating manufacturer shall be notified
of any apparent coating failures. Defective work or coating failures shall be
repaired in accordance with this specification and to the satisfaction of
OWNER.
2.
If warranty inspections are not held, CONTRACTOR is not relieved of
responsibilities under Contract Documents.
PART 2 - PRODUCTS
2.1 PRODUCTS FOR COATINGS
A. Sanitary sewer manhole rehabilitation:
1.
Sauereisen Sewergard 210TN; Troweled Industrial coating
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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2.
Sewer Shield 100
3.
Or equal.
2.2 MATERIALS
A. Rehabilitated Sewer Manholes:
1.
Product shall be applied in one layer to a minimum of 250 mils dry film
thickness after the concrete filler/sealer has been applied (or as required by the
coating manufacturer and approved by the ENGINEER) to the concrete
surfaces. In floor coatings, CONTRACTOR shall incorporate silica sand or
other approved natural or synthetic grit to provide a slip-resistant surface. The
additive shall be mixed in the coating compound prior to application.
2.
Product shall be applied in combination with FRP per specification 02720 -
Fiber Reinforced Polymer
PART 3 - EXECUTION
3.1 SAFETY
A. The CONTRACTOR shall perform all surface preparation and application of the
coatings as described below. All surface preparation and coating application shall
be in compliance with all applicable Federal, State, and local occupational safety,
health, and air pollution control regulations. All safety precautions recommended
by the manufacturer in printed instructions or special bulletins, and as required by
applicable regulations. The CONTRACTOR shall provide forced ventilation in all
areas where inadequate ventilation exists.
3.2 SURFACE PREPARATION
A. New concrete shall cure as required for an acceptable surface to apply coating
system as determined by the coating manufacturer. Testing the new concrete to
determine whether it is acceptable for a coating system includes capillary moisture
in accordance with ASTM D4263 and further testing in accordance with ASTM
F1869 if moisture is detected and ground water intrusion is suspected. Test for
moisture content of concrete surfaces before commencement of painting Work.
There are many tests for moisture in concrete such as ASTM D 4263, ASTM F
1869 or ASTM F 2170. Provide from the submitted coating manufacturer in writing
as to which standard they want used and what results must be obtained for
satisfactory compliance. Report results to ENGINEER before starting Work.
B. The concrete shall be prepared in accordance with SSPC/NACE Preparation of
Concrete. The concrete surface shall be abrasive blast cleaned in accordance with
ASTM D4259 to a uniform texture of 50-60 grit sandpaper and a surface profile of
4-6 mils. When sandblasting a surface to be coated, the CONTRACTOR shall
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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May 2025
protect all surrounding surfaces from sustaining any damage. All surfaces to be
sound, clean, dry, and free of all contaminants prior to application of the coating
system. Patch all holes as recommended by the coating manufacturer.
C. Test for moisture content of concrete surfaces before commencement of painting
Work. There are many tests for moisture in concrete such as ASTM D 4263, ASTM
F 1869 or ASTM F 2170. Provide from the submitted coating manufacturer in
writing as to which standard they want used and what results must be obtained for
satisfactory compliance. Report results to ENGINEER before starting Work.
D. Verify that the pH levels, of the cleaned concrete surfaces to be coated, are 10 to
12 or within the coating manufacturers’ current written acceptable range. The pH
of the concrete substrate will be measured using pH indicating papers. The pH
testing is to be performed once every 50 square feet (5 square meters). Acceptable
pH values can be measured using color indicating pH paper with readable color
calibrations and a scale at whole numbers (minimum). Use Hydrion Insta-Check
Jumbo 1-12, or equal. The paper shall be touched to the surface once using
moderate gloved finger pressure. The surface shall not be wiped or moved laterally
to disturb the surface during pH testing. Following the one touch, lift the paper
vertically to not "wipe" the surface. Compare the color indicated with the scale
provided and record the pH. Spot check any areas that may be questionable with
phenolphthalein solution. Where paint system is used to provide chemical
containment barrier protection, repair cracks and expansion joints in concrete and
provide 2-inch radius cove base fillets at all equipment pads and containment walls
as part of the complete chemical containment paint system Work. Use materials
and techniques recommended by the specified Manufacturer.
E. Remove all projections, tie wire, nails and other surface irregularities, which would
protrude above the level of finished intermediate fillers and surfacers by chipping
and scarification by mechanical abrasion.
F. Using specified filler and surfacer, patch all concrete and precast concrete surfaces
as required to completely fill surface air holes and honeycombing. Level all
protrusions and grind filler and surfacing compounds smooth and level with
adjacent surfaces.
G. Where concrete masonry unit block filler is specified, spot patch holes and cracks
with a putty knife using specified block filler to provide smooth finish for large
surfaces coating materials can be applied by airless spray and backroll uniformly
using a roller with a synthetic nap cover. While the coating material; is still wet a
rubber squeegee can be used to provide a smooth finish.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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3.3 INSTALLATION
A. The corrosion resistant coating shall be applied by a coating applicator specialist
qualified to apply the coating in accordance with the manufacturer's specification.
B. Do not open containers or mix components until necessary preparatory work has
been completed and application work will start immediately.
C. Handling of materials before, during, and after application in such a manner as to
prevent inclusion of foreign materials.
D. All interior spaces of the rehabilitated sewer manhole shall be coated as described
in the drawings.
E. Prior to Coating Installation, CONTRACTOR shall perform adhesion testing of the
concrete per ASTM C 1583.
F. Use only application methods approved by the manufacturer.
3.4 TESTING
A. Contractor shall give ENGINEER a minimum of three days advance notice before
the start of any surface preparation, underlayment application work, coating
application work or testing.
B. All testing shall be performed in presence of ENGINEER.
C. Acceptance for holiday testing, adhesion testing and dry film thickness testing shall
be witnessed by an independent Testing Agency or Laboratory approved by the
OWNER. Costs of this inspection and Testing shall be the responsibility of the
CONTRACTOR. At OWNER’s option, OWNER may waive requirement of
CONTRACTOR provided testing agency or laboratory and have ENGINEER
witness this testing.
D. Additional illumination, scaffolding, and permit required confined space entry
equipment and support shall be provided by CONTRACTOR as necessary to
facilitate inspection by ENGINEER and/or Testing Agency when requested.
E. Holiday testing equipment and procedures shall be in strict accordance with the
latest edition of NACE “Standard Recommended Practice-Discontinuity (Holiday)
Testing of Protective Coatings.” and ASTM D4787-13. Areas containing holidays
shall be marked repaired or recoated and re-tested in accordance with coating
manufacturer’s printed instructions.
1.
Holiday detectors shall be high voltage plus-type detectors as manufactured by
Tinker & Rasor or D.E.Sterns Co. Unit Shall be adjusted to operate at voltage
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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required to cause sparks jump across air gap equal to twice specified coating
thickness.
F. Dry film thickness measurements shall be provided by report submitted by
CONTRACTOR to ENGINEER. The report shall be presented after completion of
underlayment, top coating operations and shall state number of manufacturer’s
product units used and total square footage of surfaced area covered. ENGINEER
shall have option of requiring CONTRACTOR to document number of units
(coating materials) on hand before and after coating operations to verify actual
minimum dry film thickness applied
1.
All film thickness not meeting required minimum will be recoated per
manufacturer’s recommendations to required minimum 250 mil thickness.
G. CONTRACTOR shall perform adhesion test on 15% of coated surface areas.
Adhesion tests shall conform to ASTM D7234, minimum pull off strength of 200
psi concrete. A minimum pull off strength of 150 psi on concrete will be acceptable
if substrate is adhered to coating and dolly on more than ½ the area of the dolly.
50mm dollies shall be used for adhesion testing. In the event of a failure,
ENGINEER and CONTRACTOR shall determine limits of failure through
additional investigation, sounding and pull tests. Failed areas shall be removed and
repaired
in
accordance
with
these
specification
and
manufacturer’s
recommendations. Repaired area shall undergo testing as specified herein.
3.5 CLEAN-UP
A. During progress of the Work, remove from the site all discarded materials, rubbish,
cans or buckets, and rags at the end of each Work day.
B. Upon completion of the Work, clean all coating-spattered surfaces. Remove
spattered coating by proper methods of washing and scraping, using care not to
scratch or otherwise damage surfaces.
C. At the completion of Work of other trades, touch-up and restore all damaged or
defaced coated surfaces as determined by the ENGINEER.
D. Ensure that all Federal, State, and Municipal laws and regulations are met during
the disposal of coating material or any other hazardous material associated with the
coating process.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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SECTION 13210
POLYMER CONCRETE STRUCTURES
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
The purpose for this Technical Specification is to provide the requirements to furnish
and install the polymer concrete structure(s). The structure is comprised of a base,
barrel, and lid segments as a multi-piece designed unit constructed and installed in a
manner consistent with acceptable manufacturing and construction techniques and
practices.
2.
This Technical Specification covers the work necessary to furnish and install polymer
concrete structures. The CONTRACTOR shall be licensed in the State of Arizona.
The CONTRACTOR shall deliver polymer concrete structure(s) including all
materials, labor, equipment, and services necessary for product installation, all quality
controls and samples for performance of required material tests, final inspection and
warranty work, all as specified in these Contract Documents. Anticipated work to
be provided also includes all traffic control, bypass pumping and/or diversion of
sewage flows (as necessary), and removal and replacement of affected existing grade
to existing condition or to OWNER’s standards, whichever is greater.
3.
The prices submitted by the CONTRACTOR shall include all costs of permits, labor,
equipment, and materials for the various bid items necessary for furnishing,
transporting and installing complete in place, the polymer concrete structure(s), in
accordance with these Technical Specifications. All items of work not specifically
mentioned herein which are required to make the product perform as intended shall be
included in the respective lump sum and/or unit price bid items depicted in the
Guaranteed Maximum Price (GMP).
1.2 SAFETY REQUIREMENTS
A. The CONTRACTOR shall conform to all work safety and health requirements of pertinent
regulatory agencies. The CONTRACTOR shall perform existing material testing as
required by regulatory requirements and erect such signs and other devices as are necessary
and be responsible for safety at the work site.
1.3 NOTIFICATION
A. It shall be the CONTRACTOR's responsibility to notify all utility companies involved
whenever a utility is to be cut, tapped, moved, or in any way disturbed from its original
placement. Sufficient notice shall be given to the utility company so that its users can be
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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informed of any disruption of service. Such notice shall be given no less than 48 hours in
advance.
B. It is the CONTRACTOR's responsibility to inform the city of construction activities which
may lead to interruption in sewer service. The CONTRACTOR shall provide 72-hour
notice prior to construction in order for the CONTRACTOR to alert all applicable
residents.
1.4 QUALITY CONTROL
A. REFERENCES:
1.
ASTM C33: Specification for Concrete Aggregates
2.
ASTM C273: Standard Test Method for Shear Properties of Sandwich Core
Materials
3.
ASTM C478: Standard Specification for Precast Reinforced Concrete Manholes
Sections (Structural intent only)
4. ASTM C478: Standard Specification for Circular Precast Reinforced Concrete
Manhole Sections
5.
ASTM C497: Test Methods for Concrete Pipe, Manhole Sections, or Tile
6.
ASTM C579: Standard Test Methods for Compressive Strength of Chemical-
Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes
7.
ASTM C581: Practices for Determining Chemical Resistance of Chemical
Thermosetting Resins Used in Glass-Fiber Reinforced Structures Intended for Liquid
Service.
8.
ASTM C582: Plastic Laminate
9.
ASTM C587: Standard Practice for Minimum Structural Design Loading for
Underground Utility Structure
10. ASTM D543: Test Method for Resistance of Plastics to Chemical Reagents
11. ASTM D638: Standard Test Method for Tensile Properties of Plastics
12. ASTM D695: Standard Test Methods for Compressive Properties of RigidPlastics
13. ASTM D790: Standard Test Methods for Flexural Properties of Unreinforced
and Reinforced Plastics and Electrical Insulating Materials
14. ASTM D1244: Standard Test Method for Concrete Sewer Manholes by the Negative
Air Pressure (Vacuum) Test Prior to Backfill
15. ASTM D1622: Standard Test Method for Apparent Density of Rigid Cellular
Plastics
16. ASTM D1623: Standard Test Method for Tensile and Tensile Adhesion Properties
of Rigid Cellular Plastics
17. ASTM D2412: Test Method for Determination of External Loading
Characteristics of Plastic Pipe by Parallel Plate Loading
18. ASTM D2583: Standard Test Method for Indentation Hardness of Rigid Plastics
by Means of a Barcol Impressor
19. ASTM D2842: Standard Test Method for Water Absorption of RigidCellular
Plastics
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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20. ASTM D3753: Standard Specification for Glass-Fiber Reinforced Polyester Manholes
21. ASTM D6783: Standard Specification for Polymer Concrete Pipe
22. AASHTO HS-20: Standard Specification for Highway Bridges Codes - AxleLoading
23. AWWA C950: Glass-Fiber Reinforced Thermosetting Resin Pressure Pipe
1.5 SUBMITTALS
A. The CONTRACTOR shall provide submittal information to the ENGINEER in
accordance with Specification Section 01330, Submittals.
B. Polymer Concrete Structure Manufacturer’s Qualifications: The manufacturer of the
structure shall be able to show experience in the manufacture of polymer concrete
structures for more than five (5) years.
C. Documentation of CONTRACTOR’s Experience: CONTRACTOR shall provide
references for all jobs within the last two (2) years that were either completed or under
construction using the proposed installation method.
D. Installer’s Qualifications: The installer shall be able to show experience in the installation
of the proposed structure or manholes for more than five (5) years. References shall be
provided for a minimum of five (5) jobs. Information provided shall include a description
of the job, the location of the job, the value of the job, the OWNER name, and the OWNER
contact person for the job including name, title, address, and phone number.
E. Submit Manufacturer’s published product and installation literature and published
quality control testing criteria data for the proposed structure.
F. Structural Calculations: The manufacturer shall submit structural calculations sealed by
a registered ENGINEER in the State of Arizona, demonstrating the required reinforcement
and other materials are adequate to resist the anticipated loading.
G. Submit independent test report showing that the physical properties of the proposed
structure meet the requirements of these Technical Specifications and will meet or exceed
the physical properties given in the manufacturer’s published literature submitted as
required by Part 2 – Products.
H. Submit a report outlining the proposed installation process and procedures as directed by
the structure manufacturer to be used. The report shall include information specific to the
installation instructions and any unique site condition(s) that must be taken into
consideration including access coordination, installation timing and identification and any
coordination requirements/requests from the city or others.
I.
Shop Drawings: CONTRACTOR shall provide shop drawings of proposed materials for
approval prior to ordering. Shop drawings shall depict:
CITY OF CHANDLER: Public Works and Utilities Department
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1.
All measurements made by the CONTRACTOR to verify structure critical
dimensions including but not limited to depth and diameter along with any pipe
penetrations or equipment hanger requirements.
2.
Material(s) proposed for construction.
3.
Product data sheets, catalog sheets, safety data sheets for components to be
provided by a third party to be implemented into the structure.
4.
Critical dimensions, jointing and connections, fasteners and anchors with sizes,
spacing, and location, connections, attachments, and openings.
5.
Anticipated grade adjustment ring(s) and height.
6.
Frame and cover (to be city provided corrosion composite frame, cover and rings per
Chandler Supplements to MAG Detail No. C-400 and C-401 Type “B”.
J.
Warranty: CONTRACTOR shall submit warranty documents signed by an Officer of
the Company and notarized stating the terms and conditions of the warrantee identified in
Paragraph 1.9.
K. Any item the CONTRACTOR proposes to utilize as an "or equal" to that proposed in
the Contract Documents.
1.6 SUBSTITUTIONS
A. Any item the CONTRACTOR proposes to substitute for a specified item as an "or equal"
must be made in writing for review and approval by the city. Substitutions or deviations
not approved by the city shall risk rejection and replacement at no additional cost to the
city.
1.
For any proposed design change or deviation from these Technical Specifications.
2.
For anything in these Technical Specifications found to conflict with applicable codes
and ordinances.
3.
For anything not understood by the CONTRACTOR.
4.
One (1) electronic copy of submittal(s) shall be provided to the city at least two (2)
weeks before a determination is required.
5.
Submittals may be drawings, sketches, manufacturer's literature, catalog descriptions,
or other descriptions in sufficient detail to allow a decision. The submittal shall indicate
the amount to be added to or deducted from the contract price should the submittal be
accepted.
1.7 QUALITY ASSURANCE/QUALITY CONTROL
A. Examination: Each structure component part shall be examined by the manufacturer
before delivery and by the CONTRACTOR for dimensional requirements, soundness, and
workmanship.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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13210-5
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B. Composition Control: The manufacturer shall control the polymer concrete for each part of
the structure fabrication. Documentation of the control checks shall be maintained by the
manufacturer.
C. Testing Records: Records of all materials testing shall be kept, and copies of test results
shall be submitted to the city in accordance with Paragraph 1.5.
1.8 INSPECTION POINTS
A. CONTRACTOR shall keep the city or ENGINEER informed of milestone progress on
each of the following items:
1.
Start of excavation.
2.
Installation o f b a s e.
3.
Installation of stop log or slide gate system if included.
4.
Installation of access hatch and/or manhole rims and covers.
5.
Completion of backfill placement.
1.9 WARRANTY
A. The CONTRACTOR shall replace promptly and at no expense to the city, any materials
which fail during the warranty period. Warranty work shall include all ancillary items
including, but not limited to permits, traffic control, and flow control required to compete
the installation. Warranty and durations are described below:
1.
Project Warranty: The CONTRACTOR shall warrant all materials and workmanship
performed under this contract for a period of one (1) year from the date of final
acceptance or as stated in the project Contract Documents whichever is longer.
2.
Materials Warranty: The structure shall be free of defects that will affect the long term
life and operation. The CONTRACTOR shall warrant in writing all materials
provided and work performed under this contract for a period of five (5) years from the
date of formal acceptance.
3.
Structure: Material(s) shall be tested for a design life of a minimum of fifty (50) years
against deterioration from H2S corrosion and typical chemicals found in municipal
sanitary sewage.
PART 2 - PRODUCTS
2.1 POLYMER CONCRETE STRUCTURES
A. Sewer manholes and junction structures (except Junction Structure B) shall be
manufactured using polymer concrete. Approved structure manufacturers:
1.
Armorock™ - Manufactured by Geneva Polymer Products: 3555 21st St, 9, Boulder
City, NV (702) 479-1772
2.
Approved Equal
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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2.2 MATERIAL and DESIGN
A. This section is to provide minimum design and testing requirements for a barrel section
and lid together.
B. The design of the structure shall be prepared and professionally sealed by an ENGINEER
licensed in the State of Arizona. The polymer concrete structure(s) shall meet or exceed the
requirements of buried manholes up to 40 feet deep without the use or reliance upon external
or internal structural stiffeners. The design shall not allow infiltration of ground water.
C. It is the CONTRACTOR’s responsibility to verify the measurements of the existing sewer
connections prior to ordering the structures. The city and the ENGINEER are not
responsible for manufacturing errors due to incorrect measurements. Modifying or cutting
the structures in the field to adjust for incorrect measurements is not allowed.
D. Structure shall be designed and tested to withstand AASHTO HS-20 loading with no
structural strength derived from the installation of external or internal structural stiffeners.
E. The manufacturer shall provide lifting points and instruction on how each component of
the structure should be lifted to prevent damage.
F. Material shall be consistent throughout the structure consisting of resin and aggregate
material, including reinforcement that is inert to corrosion from sewer gasses per ASTM
D6783 - Standard Specification for Polymer Concrete Pipe (material mix design). Epoxy
shall be 100% solids, solvent free, low odor emitting, environmentally friendly, and
impervious to chemicals. Manufacturer shall determine the need for and type of
reinforcement including that for safety and lifting requirements. Reinforcement, if
determined necessary, shall be made of non-ferrous material.
G. The resins used shall be unsaturated, supplier certified commercial grade polyester resins.
Mixing lots of resin from different manufacturers or “odd-lotting” of resins shall not be
permitted. Quality-assurance records on the resin shall be maintained. Non-pigmented
resin is required to allow for light or “sand” color of interior surface in order to facilitate
ease of inspection from ground surface. UV inhibitors shall be added directly to resins to
prevent degradation.
2.3 GRATE DESIGN SPECIFICATIONS
A. The grates shall be fiberglass reinforced polymer (FRP).
i. FRP shall be vinyl ester per Specification Section 06611, Fiberglass Reinforced Plastic
Gratings and Support Framing Members.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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2.4 PORTABLE CRANE
A. The portable crane shall be per Specification Section 06614-2.4, Fiberglass Reinforced
Plastic Stop Logs.
2.5 STOP LOGS AND/OR SLIDE GATE DESIGN SPECIFICATIONS
A. Stop logs and guide frames shall be per Specification Section 06614, Fiberglass Reinforced
Plastic Stop Logs.
2.6 ACCESS HATCH SPECIFICATIONS
A. The access hatch shall be per Specification Section 05581, Floor Access Hatch Covers.
2.7 MARKING AND IDENTIFICATION
A. The structure shall be marked on both the interior and exterior with the following
information:
1.
Manufacturer’s Company Name identification.
2.
Date of Manufacture.
3.
Manhole wall thickness.
4.
Installation assist marks.
2.8 DELIVERY, STORAGE AND HANDLING
A. CONTRACTOR shall be responsible for any damage resulting from improper storage
and/or handing. Damaged materials shall be replaced at no additional cost to the city.
B. Materials shall be handled in accordance with MAG 106.
C. Store all products according to manufacturer’s recommendations until installation. Protect
from construction traffic and damage.
D. During the loading, unloading, and storage, care should be taken to ensure that the structure
pieces are not dropped or otherwise damaged.
E. The structure components should be stored on a smooth surface free of sharp objects.
F. If the structure is stored horizontally, the structure should be placed in such a way as to
avoid damage and be braced.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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PART 3 - EXECUTION
3.1 PROTECTION OF SITE
A. Except as otherwise provided herein, the CONTRACTOR shall protect from damage all
fences, structures, sidewalks, utilities, trees, shrubbery, lawns, etc., during the progress of
this work. All debris and unused materials shall be removed immediately upon completion
of the work. The site shall be restored as nearly as possible to its original condition,
including the replacement, at the CONTRACTOR's sole expense, of any facility or
landscaping which has been destroyed or damaged beyond restoration.
3.2 UTILITIES
A. Unless otherwise indicated, the CONTRACTOR shall arrange for and provide any required
utilities at his sole cost and expense. This includes but is not limited to water for compaction
or testing, power for operating any equipment along with personnel sanitation facilities.
3.3 INSTALLATION
A. The CONTRACTOR shall install the structure in accordance with approved
manufacturer’s techniques.
B. The installation of the structure shall have the following tolerances:
1.
Inverts of the flow through portion shall have a tolerance +/- 0.01 feet compared to the
elevations indicated on the construction drawings.
2.
The invert of the branch portion shall have a tolerance of -0.05 feet compared to the
elevation indicated on the construction drawings.
3.
Inverted slopes shall not be permitted even if meeting the tolerances above.
C. The manufacturer shall provide an authorized representative to be on-site during the
installation process of the structure to assist the CONTRACTOR to ensure proper
installation.
3.4 ACCEPTANCE
A. As a condition precedent to Final Acceptance of the work, CONTRACTOR shall certify
the proper installation and testing of material provided under this section. Certification
shall warrant that materials and installation are free of defects and/or workmanship and
suitable for trouble-free operation under the conditions set forth in these Technical
Specifications.
++ END OF SECTION ++
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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SECTION 13220
PVC LINER
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
This specification covers the supply and installation of a flexible PVC sheet liner with
continuous locking extensions in cast-in-place structures to effectively protect the exposed
concrete surfaces from corrosion. To accomplish this, the liner must be continuous and free
of pinholes both across the joints and in the liner itself.
1.2 QUALITY ASSURANCE
A. Manufacturer's Qualifications: Manufacturer shall have a minimum of five years
experience in the production of substantially similar materials and shall be able to show
evidence of satisfactory service in at least five similar applications.
B. Installer's Qualifications: Lining shall be performed by a single Installer regularly engaged
in installation of polyvinyl chloride liner on concrete surfaces by the liner manufacturer.
Installer shall be certified (or licensed) as a qualified Liner Installer by the Liner
Manufacturer.
1.3 SUBMITTALS
A. A copy of this specification section, with addendum updates included, and all referenced
and applicable sections, with addendum updates included, with each paragraph check-
marked to indicate specification compliance or marked to indicate requested deviations
from specification requirements. Check marks () shall denote full compliance with a
paragraph as a whole. If deviations from the specifications are indicated, and therefore
requested by the CONTRACTOR, each deviation shall be underlined and denoted by a
number in the margin to the right of the identified paragraph, referenced to a detailed
written explanation of the reasons for requesting the deviation. The ENGINEER shall be
the final authority for determining acceptability of requested deviations. The remaining
portions of the paragraph not underlined will signify compliance on the part of the
CONTRACTOR with the specifications. Failure to include a copy of the marked-up
specification sections, along with justification(s) for any requested deviations to the
specification requirements, with the submittal shall be sufficient cause for rejection of the
entire submittal with no further consideration.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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B. Certificates: Submit certificates of compliance with referenced standards.
PART 2 - MATERIAL
2.1 MATERIAL
A. Plastic liner material shall be made from high polymer vinyl chloride resin, pigments and
plasticizers, extruded under high temperature and pressure to form a dense, flexible and
impervious sheet. PVC resin shall constitute not less than 99 percent, by weight, of the
resin used in the formulation. Copolymer resins are not permitted. The liner surface shall
not absorb or retain precipitated or crystalline materials. Liner system shall be
impermeable to sewage gases and liquids and shall be non-conducive to bacterial or fungus
growth. Liner shall be easily cleaned and maintained in a sanitary condition. Liner shall
be resistant to oxidizing agents, sulfuric, phosphoric, nitric, chromic, oleic, and stearic
acids; sodium and calcium hydroxides; ammonia, sodium, calcium, magnesium, and ferric
sulfate, petroleum oils and greases, vegetable and animal oils, fats, greases and soaps.
Liner shall have good impact resistance and shall have an elongation sufficient to bridge
up to 1/4 inch settling cracks, which may occur after installation, without damage to the
liner.
B. Liner shall have rows of "T" shaped ribs which protrude from the liner to mechanically
bond the liner to the concrete being lined. Once cast into the structure, lining shall be
permanently and physically attached to the concrete by the "T" shaped ribs and shall not
rely on an adhesive bond. "T" shaped ribs shall have a minimum height of 0.375-inches
not including the liner sheet. Rows of "T" shaped ribs shall have an approximate spacing
of 2 1/2 inches measured center to center. "T" shaped ribs shall be of the same material as
the liner and shall be integrally extruded with the sheet. Unsecured terminal edges of the
liner sheet shall not extend beyond the base of the final row of "T" shaped ribs by more
than 3/8 inch. Liner sheets shall have a nominal width of 48-inches and shall be supplied
in lengths which minimize the number of joints.
C. Where shown on the Drawings, or where approved by ENGINEER, provide plain sheet
liner. Plain sheet liner sheets shall have a nominal width of 44-inches and shall be supplied
in lengths which minimize the number of joints.
D. Inside corners, outside corners, "heels" for interior corners, and "L" shaped terminal strips
fabricated of plastic material similar to the plastic liner material shall be provided at all
corners, and changes in direction of walls and slabs, and at terminations to provide a neat,
gas tight installation. All joint, corner edge and other required strips shall be fabricated of
the same material as the liner. Joint strips and exposed welding strips shall have minimum
widths of 4-inches and 1 inch, respectively. Joint and exposed welding strips shall both
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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have beveled edges. All terminal bottom edges of the liner in walls of structures shall be
sealed with a termination strip or other means approved by ENGINEER.
E. Minimum thickness of liner sheet and strips shall be as follows:
1.
Sheet with integral "T" shaped ribs: 0.065-inches.
2.
Sheet, plain: 0.094-inches.
3.
Joint strip: 0.075-inches.
4.
Weld strip: 0.094-inches.
F. Adhesive products and application procedures used in the liner installation shall be
approved by the ENGINEER prior to use. Adhesive products shall be non flam-mable.
G. Cleaners used in the liner installation shall be approved by the ENGINEER prior to use.
Cleaners shall be water soluble and non-detrimental to the liner.
H. Product and Manufacturer: Provide the following:
1.
T Lock and PVC Sheet Liner as manufactured by ArmorLok Liner as distributed by
ArmorLok PVC Protective Linings, San Bernardino California.
2.
Or Approved Equal
2.2 PHYSICAL PROPERTIES
A. All plastic liner plate sheets, welding strips and other accessory items, shall have the
following physical properties when tested at 77ºF±5º (25ºC±3º). Chemical resistance listed
below.
PROPERTY
TEST METHOD
MINIMUM
REQUIREMENT
Tensile Strength
ASTM D412-16
2200 PSI
Elongation
ASTM D412
200%
Hardness
ASTM D2240
Type D
50-60 1 sec. –
35-50 10 sec.
Tearing Strength
ASTM D1004 -13
=/>80 N/mm
Plasticizer
Permanence
ASTM D1203-16
<1.0 %
Water
Absorption
ASTM D570-98
<0.1 %
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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Pull Out Strength of
Key
SSPWC
210.2.6.4.1
=/> 100lbs per
linear inch
Brittle Point
D746
5 degrees F
CHEMICAL
PROPERTY
CONCENTRATION
MINIMUM
REQUIREMENT
Sulfuric Acid
(H2SO4)
20%
+/- 0.1%
Sodium Hydroxide
(NaOH)
5%
+/- 0.2%
Ammonium
Hydroxide
(NH4OH)
5%
+/- 1.0%
Nitric Acid (HNO3) 1%
+/- 0.1%
Ferric Chloride
(FeCI3)
1%
+/- 0.2%
Sodium
Hypochlorite
(NaOCI)
1%
+/- 0.1%
Soap
0.10%
NA
Detergent
0.10%
NA
Bacteriological
(BOD)
=/> 700 ppm
NA
B. Tensile specimens shall be prepared and tested in accordance with ASTM D412 using Die
B. Weight change specimens shall be 1-inch (25-mm) by 3-inch (75-mm) samples.
Specimens for testing of initial physical properties may be taken from liner sheet and
welding strip at any time prior to final acceptance of the work.
C. Continuous locking extensions embedded in concrete shall withstand a test pull of at least
100 pounds per linear inch (1800 kg/m), applied perpendicularly to the concrete surface
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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May 2025
for a period of one minute, without rupture of the locking extensions or withdrawal from
embedment. This test shall be made at a temperature of 70º- 80ºF (21º - 27 ºC).
D. All plastic liner plate sheets, including locking extensions, all joint, corner and welding
strips shall be free of cracks, cleavages or other defects adversely affecting the protective
characteristics of the material. The ENGINEER may authorize the repair of such defects
by approved methods.
E. The lining shall be repairable at any time during the life of the structure.
2.3 DETAILS AND DIMENSIONS OF BASIC SIZE SHEETS
A. Liner sheets shall be a minimum of 0.065 inch (1.65 mm) in thickness. Locking extensions
(Tor D shaped) of the same material as that of the liner shall be integrally extruded with
the sheet. Locking extensions shall be approximately 2 1⁄2 inches (67 mm) apart and shall
be at least 0.375-inch (9.5 mm) high.
B. Sheets shall have a nominal width of 4 feet and a length of not more than 8 feet, except that
longer lengths may be supplied on special order. Lengths specified shall include a tolerance
at a ratio of ±1⁄2 inch (12 mm) for each 100 inches (2500 mm).
C. Special sized, factory pre-welded sheets are available on special order.
2.4 PIPE SIZE SHEETS AND ACCESSORIES
A. Pipe linings shall be supplied as pipe-size sheets, fabricated by shop-welding the basic-size
sheets together. Shop welds shall be made by lapping sheets a minimum of 1⁄2 inch and
applying heat and pressure to the lap to produce a continuous welded joint. Tensile strength
measured across shop-welded joints in accordance with ASTM D412 shall be at least 2000
psi (14 MPa).
B. If required, strap channels shall be 1-inch (25-mm) wide maximum and formed by
removing the locking extensions so that a maximum of 3⁄16 inch (5 mm) remains.
C. Welding strips shall be approximately 1-inch (25 mm) wide with a minimum width of 7⁄8
inch (22 mm). Thickness of weld strip shall be a nominal 1⁄8 inch (3 mm).
PART 3 - INSTALLTION
3.1 INSTALLATION OF LINING
A. General:
1.
Install liner in accordance with the recommendations of the manufacturer and the
approved Shop Drawings. Coverage of the liner shall not be less than the minimum
shown on the Drawings and described in this Section.
2.
Do not install when the ambient temperature is outside the acceptable installation
range specified by the manufacturer, but under no condition shall the liner be installed
when the ambient temperature is below 60°F.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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May 2025
3.
All concrete liner sheets and strips shall be free of cracks, cleavages or other defects
adversely affecting the protective characteristics of the material. Remove all defective
liner material from the job site.
B. Positioning Liner:
1.
Liner installed in walls shall have the "T" shaped ribs running vertically. In areas
requiring termination strips, the bottom elevation of the liner shall be considered to be
the lower edge of the termination strip.
C. Securing Liner:
1.
Liner sheets shall be closely fitted and properly secured to the liner side of the forms.
Nailing through the liner shall be minimized and nails shall be placed no greater than
1/8-inch from each liner sheet edge. Nail holes shall be patched with a 1-inch
minimum weld strip. Adjacent sheets shall be butted with not more than a 1/8 inch
opening between the sheets using a Type C 1, C-2 and P-1 joint as specified
hereinafter. Where the liner must be bonded to metal, the metal shall be sandblasted
to white metal (SSPC SP5) before application of the material.
D. Concrete Placement:
1.
Carefully vibrate concrete poured against lining so as to protect the lining and produce
a dense, homogeneous concrete, securely anchoring the locking extensions into the
concrete.
E. Removing Forms:
1.
Protect the lining from damage when removing forms. Do not use sharp instruments
to pry forms from lined surfaces. When forms are removed, pull any remaining nails
without tearing the lining. Clearly mark nail holes, form tie holes, all areas of serious
abrasion or damage for repair.
2.
Remove banding strips used in securing liner to forms within the limits of the unlined
concrete. Fill voids left in the concrete with cement mortar or other approved material.
F. Field joints in the liner shall be one or a combination of the following types:
1.
Type J 1:
a. Use this type of joint at concrete expansion joints, and concrete construction joints
where the space between adjacent sheets is greater than 1/8 inch, but does not exceed
2-inches.
b. Make joint with a separate 4 inch joint strip and two welding strips. Center the 4
inch strip over the joint, and secure to the liner by a weld along each edge to adjacent
liner sheets with a 1 inch weld strip. Space between adjacent sheets shall not exceed
1-inch in width. Lap the 4 inch joint strip over each sheet a minimum of 1-inch.
2.
Type J 2:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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a. Use this type of joint at concrete construction joints, where the space between
adjacent sheets is greater than 1/8-inch, but does not exceed 1/2-inch.
b. Make joint by overlapping sheets by at least 1-inch and securing the overlap to the
adjacent liner by means of a welding strip. Upstream sheet shall overlap the
downstream sheet. Overlapping sheets shall not extend more than 4-inches beyond
the "T" shaped ribs. Secure the lap in place prior to welding using the same means
utilized for Type C 1 joint. Apply a welding strip to the back of the joint.
G. Welding:
1.
Perform all welding by welders certified by Ameron in strict conformance with the
Specifications and instructions of the liner manufacturer. Clean all liner surfaces
before welding commences. Provide adequate ventilation in confined spaces during
welding operations. Incomplete fusion, charred, or blistered welds will be rejected.
Hot air welding guns shall provide clean effluent air at constant pressure to the
surfaces to be joined within a temperature range between 500°F and 600°F. Welding
shall fuse liner material together to provide a continuous joint equal in corrosion
resistance and impermeability to the liner sheets. Supply all equipment required to
power the welding guns.
H. Application of Plain Liner Sheets to Metal and Concrete Surfaces:
1.
Apply plain liner sheets to metal and concrete surfaces by means of adhesive using the
following steps:
a. Sandblast all surfaces. After sandblasting, repair all imperfections in concrete
surfaces.
b. In addition to sandblasting, all concrete surfaces shall be acid etched. Thoroughly
wash surface etched with acid with clean water supplied by CONTRACTOR and
completely dried before applying primer.
c. When concrete surfaces are dry, apply at least one brush coat of an approved primer.
When primer is dry, apply at least one coat of approved adhesive to concrete surfaces
and the back surface of the liner.
d. Position the liner when the surface of the adhesive is ready, with one edge firmly
pressed down. Roll the liner into place, care being taken to avoid the formation of air
pockets. All joints shall be tight fitting butt joints. Rub the surface of the liner
vigorously to secure the liner material firmly in place. Position corner fittings and
welding strips over all joints as required and weld in place. Concrete poured against
lining shall be vibrated, spaded or compacted in a careful manner so as to protect the
lining and produce a dense, homogenous concrete, securely anchoring the locking
extensions into the concrete.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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3.2 APPLICATION TO CAST-IN-PLACE CONCRETE STRUCTURES
A. Liner sheets shall be closely fitted and properly secured to the inner forms. Sheets shall be
cut to fit curved and warped surfaces using a minimum number of separate pieces.
B. Unless otherwise shown on the plans, the lining shall be returned at least 2 inches (50 mm)
at the surfaces of contact between the concrete structure and items not of concrete
(including manhole frames, gate guides, clay pipe or brick manholes and clay or cast iron
pipes). The same procedure shall be followed at joints where the type of protective lining
is changed or the new work is built to join existing unlined concrete. At each return, the
returned liner shall be attached to the item in contact with the plastic-lined concrete using
manufactures recommendations. If the liner cannot be sealed against the item because of
the joint at the return being too wide or rough or because of safety regulations contact
ArmorLok for recommendations.
C. A Termination Strip of a minimum 2 keys must be installed at the lower limits of the liner
unless the liner can be returned into the concrete a minimum 2 inches.
3.3 JOINTS IN LINING FOR CAST-IN-PLACE CONCRETE STRUCTURES
A. Type J-1: The joint shall be made with a separate 4-inch (100 mm) joint strip and two
welding strips. The 4-inch (100 mm) joint strip shall be centered over the joint, heat- sealed
to the liner with the goal that all overlapping liner is bonded, an angle grinder with a
sanding disk shall be used to lightly profile area where 1” welding strip will be placed to
remove sheen and contaminants, then welded along each edge to adjacent sheets with a 1-
inch (25 mm) wide welding strip all ends of weld strip shall be melted smooth to avoid
snags. The 4-inch (100 mm) joint strip shall lap over each sheet a minimum of 1⁄2 inch (13
mm). It may be used at any transverse or longitudinal joint.
B. Type J-2: The joint shall be made by lapping sheets not less than 1⁄2 inch (13 mm). One 1-
inch (25 mm) welding strip is required. The upstream sheet shall overlap the one
downstream. The lap shall be heat-sealed with the goal that all overlapping liner is bonded,
an angle grinder with a sanding disk shall be used to lightly profile area where 1” welding
strip will be placed to remove sheen and contaminants prior to welding on the 1-inch (25
mm) welding strip all ends of weld strip shall be melted smooth to avoid snags.
3.4 TESTING AND REPARING DAMAGED SURFACES
A. At the point of completion of welding where areas can be isolated and or exposure to
damage can be mitigated, all surfaces covered with lining, including welds, shall be tested
with an approved electrical holiday detector (Tinker & Rasor Model No. AP-W with power
pack) with the instrument set between 18,000 and 22,000 volts.
B. All welds shall be probed with a 1-inch to 2-inch wide putty knife with no sharp edges.
The knife shall probe the welded joint, pushing gently, but firmly between the PVC sheets.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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The knife blade will not penetrate a properly welded joint. A joint that is not properly
welded will separate fairly easily by the probing action of the knife and allow penetration
of the knife blade into the joint.
C. After the welds have been tested and defective welds repaired, the liner shall be completely
cleaned to permit visual inspection and spark testing by CONTRACTOR in the presence
of ENGINEER. Spark testing shall be performed with an approved electrical holiday
detector furnished by CONTRACTOR with the instrument set at between 18,000 and
22,000 volts minimum. Provide adequate ventilation, lighting, ladders, labor, and
scaffolding. Liner areas failing to meet the field test shall be properly repaired and retested.
D. Take all necessary measures to prevent damage to installed lining from equipment and
materials used in or taken through the Work. Responsibility for repairing all damage
belongs to the CONTRACTOR.
E. Patch all nail and tie holes and all cut, torn, and seriously abraded areas in the liner. Fuse
welding strip patches to the liner over the entire patch area. The use of parallel,
overlapping, or adjoining welding strips will not be permitted. Large patches may consist
of plain liner over the damaged area, with an adhesive bond and all edges covered with
welding strips fused to the patch and the sound liner adjoining the damaged area.
F. Whenever liner is not properly anchored to concrete, the repair of liner and restoration of
anchorage shall be as directed by the manufacturer and approved by ENGINEER.
3.5 MANUFACTURER’S SERVICES
A. Furnish the services of a qualified factory trained serviceman assist in the installation and
to check the installation before it is placed into service, and instruct OWNER'S personnel
in care and maintenance.
B. Serviceman shall make a minimum of two visits to the site. Each visit shall be for a period
of one 4 hour. One visit shall be to assist the installation and the second visit to check the
completed installation, and to instruct the OWNER'S Operation and Maintenance
personnel in the recommended corrective and preventive maintenance procedures and
repair techniques.
++ END OF SECTION ++
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SECTION 15050
PIPING SYSTEMS
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
This Section specifies systems of process piping and general requirements for
piping systems. Detailed Specifications for the components listed on the
Piping System Specification Sheets are found in the applicable Sections of
Division 15, Mechanical. This Section shall be used in conjunction with those
Sections.
2.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to furnish, install and test all piping, fittings
and specials. The Work includes, but is not limited to, the following:
a.
All types and sizes of piping, except those specified under other Sections.
b.
Piping beneath, embedded or within structures.
c.
Supports, restraints and thrust blocks.
d.
Pipe encasements.
e.
Work on or affecting existing piping.
f.
Testing.
g.
Cleaning.
h.
Installation of all jointing and gasket materials, specials and all other
Work required to complete the piping installation.
i.
Unless otherwise specifically shown on the Drawings, specified, or
included under other Sections, all buried piping Work required begins at
the outside face of structures or structure foundations and extending away
from structure.
B. Coordination:
1.
Review installation procedures under this and other Sections and coordinate
with the Work that is related to this Section.
C. Definitions:
1.
Pressure terms used in this Section and elsewhere in Division 15, Mechanical,
are defined as follows:
a.
Maximum: The greatest continuous pressure at which piping system
operates.
b.
Test: The hydrostatic or air pressure used to determine system
acceptance.
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1.2 QUALITY ASSURANCE
A. Conform to all applicable requirements of Parts 600 and 700 of the Uniform
Standard specifications for Public Work Construction by the Maricopa Association
of Governments (MAG) as supplemented by the City of Chandler. If there is a
conflict between MAG Standard specifications and these Specifications, the
Provisions of these Specifications shall govern.
B. Requirements of Regulatory Agencies:
1.
Comply with requirements of UL, FM and other jurisdictional authorities,
where applicable.
2.
Refer to the General Conditions regarding permit requirements for this Work.
3.
Comply with requirements of the City of Chandler Building Construction
Code.
C. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown on the Drawings or specified.
1.
ANSI A13.1, Scheme for the Identification of Piping Systems.
2.
ANSI B1.20.1, Pipe Threads, General Purpose (Inch).
3.
ANSI B16.1, Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250,
and 800.
4.
ANSI B16.3, Malleable Iron Threaded Fittings Class 150 and 300.
5.
ANSI B16.5, Pipe Flanges and Flanged Fittings.
6.
ANSI B16.9, Factory-Made Wrought Steel Buttwelding Fittings.
7.
ANSI B16.11, Forged Steel Fittings, Socket Welding and Threaded.
8.
ANSI B31.1, Power Piping.
9.
ANSI B31.3, Chemical Plant and Petroleum Refinery Piping.
10. ASTM A 47/A 47M, Specification for Ferritic Malleable Iron Castings.
11. ASTM A 53/A 53M, Specification for Pipe, Steel, Black and Hot Dipped,
Zinc-Coated Welded and Seamless.
12. ASTM A 74, Specification for Cast Iron Soil Pipe and Fittings.
13. ASTM A 105/A 105M, Specification for Carbon Steel Forgings for Piping
Components.
14. ASTM A 106/A 106M, Specification for Seamless Carbon Steel Pipe for High-
Temperature Service.
15. ASTM A 126, Specification for Gray Iron Castings for Valves, Flanges, and
Pipe Fittings.
16. ASTM A 234/A 234M, Specification for Pipe Fittings of Wrought Carbon
Steel and Alloy Steel for Moderate and Elevated Temperatures.
17. ASTM A 312/A 312M, Specification for Seamless and Welded Austenitic
Stainless Steel Pipe.
18. ASTM A 403/A 403M, Specification for Wrought Austenitic Stainless Steel
Piping Fittings.
19. ASTM A 536, Specification for Ductile Iron Castings.
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20. ASTM A 570/A 570M, Specification for Steel, Sheet and Strip, Carbon, Hot-
Rolled, Structural Quality.
21. ASTM B 88, Specification for Seamless Copper Water Tube.
22. ASTM C 76, Specification for Reinforced Concrete Culvert, Storm Drain, and
Sewer Pipe.
23. ASTM C 296, Specification for Asbestos-Cement Pressure Pipe.
24. ASTM C 443-REV A, Specification for Joints for Circular Concrete Sewer
and Culvert Pipe, Using Rubber Gaskets.
25. ASTM C 564, Specification for Rubber Gaskets for Cast Iron Soil Pipe and
Fittings.
26. ASTM D 1248, Specification for Polyethylene Plastics Molding and Extrusion
Materials.
27. ASTM D 1784, Specification for Rigid Poly (Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds.
28. ASTM D 2241, Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe
(SDR-PR).
29. ASTM D 2513, Specification for Thermoplastic Gas Pressure Pipe, Tubing,
and Fittings.
30. ASTM D 2665, Specification for Poly (Vinyl Chloride) (PVC) Plastic Drain,
Waste, and Vent Pipe and Fittings.
31. ASTM D 2996, Specification for Filament-Wound Reinforced Thermosetting
Resin Pipe.
32. ASTM D 3034, Specification for Type PSM Poly (Vinyl Chloride) (PVC)
Sewer Pipe and Fittings.
33. ASTM D 3261, Specification for Butt Fusion Polyethylene (PE) Plastic
Fittings for Polyethylene (PE) Plastic Pipe and Tubing.
34. ASTM D 3262, Specification for "Fiberglass" (Glass-Fiber-Reinforced
Thermosetting-Resin) Sewer Pipe.
35. ASTM D 4174, Practice for Cleaning, Flushing, and Purification of Petroleum
Fluid Hydraulic Systems.
36. ASTM D 4101, Specification for Propylene Plastic Injection and Extrusion
Materials.
37. ASTM F 441, Specification for Chlorinated Poly (Vinyl Chloride) (CPVC)
Plastic Pipe, Schedules 40 and 80.
38. AWWA C105, Polyethylene Encasement for Ductile-Iron Piping for Water
and Other Liquids.
39. AWWA C110, Ductile-Iron and Gray-Iron Fittings, 3 Inch Through 48 Inch,
for Water and Other Liquids.
40. AWWA C111, Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure
Pipe and Fittings.
41. AWWA C115, Flanged Ductile-Iron and Gray-Iron Pipe with Threaded
Flanges.
42. AWWA C151, Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or Sand-
Lined Molds, for Water or Other Liquids.
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43. AWWA C205, Cement-Mortar Protective Lining and Coating for Steel Water
Pipe--4 In. and Larger--Shop Applied.
44. AWWA C206, Field Welding of Steel Water Pipe.
45. AWWA C207, Steel Pipe Flanges for Waterworks Services--Sizes 4 In.
through 144 In.
46. AWWA C208, Dimensions for Fabricated Steel Water Pipe Fittings.
47. AWWA C209, Cold-Applied Tape Coating for special sections, Connections,
and Fittings for Steel Water Pipelines.
48. AWWA C210, Liquid Epoxy Coating Systems for the Interior and Exterior of
Steel Water Pipe.
49. AWWA C214, Tape Coating Systems for the Exterior of Steel Water
Pipelines.
50. AWWA C301, Pre-stressed Concrete Pressure Pipe, Steel Cylinder Type, for
Water and Other Liquids.
51. AWWA C303, Reinforced Concrete Pressure Pipe-Steel Cylinder Type, Pre-
tensioned, for Water and Other Liquids.
52. AWWA C600, Installation of Ductile-Iron Water Mains and Their
Appurtenances.
53. AWWA C651, Disinfecting Water Mains.
54. AWWA C900, Polyvinyl Chloride (PVC) Pressure Pipe, 4 Inches through 12
Inches, for Water.
55. AWWA M11, Steel Pipe-A Guide for Design and Installation.
56. CISPI 301, specification Data for Hubless Cast Iron Sanitary System with No-
Hub Pipe and Fittings.
57. FEDSPEC L-C-530 B(1), Coating, Pipe, Thermoplastic Resin or
Thermosetting Epoxy.
58. MIL-H-13528B, Hydrochloric Acid, Inhibited, Rust Removing.
59. MIL-STD-810C, Environmental Test Methods.
60. SAE J1227, Assessing Cleanliness of Hydraulic Fluid Power Components and
Systems.
61. International Plumbing Code as Supplimented by the City of Chandler
62. Chandler Construction Code.
63. National Sanitation Foundation (NSF-61) and Arizona Administration Code
requirements as stated in Specification Section 01420 – References.
D. Fitting and Coupling Compatibility:
1.
To assure uniformity and compatibility of piping components, fittings and
couplings for grooved end piping systems shall be furnished by the same
manufacturers.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
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2.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
3.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with
each paragraph check-marked to indicate specification compliance or marked
to indicate requested deviations from specification requirements. Check marks
() shall denote full compliance with a paragraph as a whole. If deviations
from the specifications are indicated, and therefore requested by the
CONTRACTOR, each deviation shall be underlined and denoted by a number
in the margin to the right of the identified paragraph, referenced to a detailed
written explanation of the reasons for requesting the deviation. The
ENGINEER shall be the final authority for determining acceptability of
requested deviations. The CONTRACTOR shall furnish equipment and/or
services as specified if an exception and/or deviation is rejected. The remaining
portions of the paragraph not underlined will signify compliance on the part of
the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be
sufficient cause for rejection of the entire submittal with no further
consideration.
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. General:
1.
Deliver materials to the site to ensure uninterrupted progress of the Work.
2.
Handle all pipe, fittings, specials and accessories carefully with approved
handling devices. Do not drop or roll material off trucks. Do not otherwise
drop, roll or skid piping.
3.
Store pipes and fittings on heavy wood blocking or platforms so they are not
in contact with the ground.
4.
Unload pipe, fittings and specials opposite to or as close to the place where
they are to be installed as is practical to avoid unnecessary handling. Keep
pipe interiors completely free from dirt and foreign matter.
5.
Inspect delivered pipe for cracked, gouged, chipped, dented or other damaged
material and immediately remove defective pipe from site.
PART 2 - PRODUCTS
2.1 PIPING MATERIALS
A. Unless otherwise specified, piping materials, including pipe, gaskets, fittings,
connection and joint assemblies, linings and coatings, shall be selected from those
listed on the Piping System Specification Sheets. Piping materials shall conform
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to detailed Specifications for each type of pipe and piping appurtenances specified
in the applicable Sections of Division 15, Mechanical.
2.2 PIPING IDENTIFICATION
A. Marking Piping:
1.
Clearly mark each piece of pipe or fitting with a designation conforming to
that shown on the approved Shop Drawings.
2.
Cast or paint material, type and pressure designation on each piece of pipe or
fitting 4-inches in diameter and larger.
3.
Pipe and fittings smaller than 4-inches in diameter shall be clearly marked by
manufacturer as to material, type and rating.
4.
Locator wire shall be installed per the City of Chandler Specifications and
Standard Details 2025 addition (Supplement to MAG) detail C-402.
PART 3 - EXECUTION
3.1 INSTALLATION - GENERAL
A. Location:
1.
Piping shall be provided as specified, except for adjustments to avoid
architectural and structural features and shall be coordinated with electrical
construction.
B. Manufacturer's Installation Specialist:
1.
Provide the services of a competent installation specialist of the pipe
manufacturer when pipe laying begins, if CONTRACTOR is not experienced
in laying and jointing a particular type of pipe.
2.
Retain installation specialist at the site for a minimum of two days or until
competency of the pipe laying crew has been satisfactorily demonstrated.
C. Bedding and Backfill:
1.
Bedding and backfill for buried piping shall conform to the requirements of
Section 15051, Buried Piping Installation.
3.2 WORK AFFECTING EXISTING PIPING
A. Location of Existing Piping:
1.
Locations of existing piping shown on the Drawings should be considered
approximate.
2.
Determine the true locations of existing piping to which connections are to be
made, and locations of other facilities which could be disturbed during
earthwork operations, or which may be affected by CONTRACTOR'S Work
already installed.
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3.
Conform to applicable requirements of Division 1, General Requirements,
pertaining to cutting and patching and connections to existing facilities.
B. Taking Existing Pipelines Out of Service:
1.
Do not take pipelines out of service, unless specifically listed below, or
approved by ENGINEER.
2.
Notify ENGINEER at least 72 hours prior to taking pipeline out of service.
C. Work on Existing Pipelines:
1.
Cut or tap pipes as shown on the Drawings or required, with machines
specifically designed for this Work.
2.
Install temporary plugs to prevent entry of mud, dirt, water and debris.
3.
Provide all necessary adapters, fittings, pipe and appurtenances required to
complete the Work.
4.
Existing pipelines which are cut and abandoned shall be adequately capped or
filled with grout.
3.3 TESTING
A. General:
1.
Upon completion of piping, but prior to application of insulation on exposed
piping, test the piping systems. Pressures, media and test durations shall be as
specified in Article 3.3, below. Equipment which may be damaged by the
specified test conditions shall be isolated. Testing shall be performed using
calibrated test gages and calibrated volumetric measuring equipment to
determine leakage rates. Each test gage shall be selected so that the specified
test pressure falls within the upper half of the gage's range. Unless otherwise
specified, notify the ENGINEER 24 hours prior to each test.
2.
Unless otherwise specified, testing, as specified herein, shall include existing
piping systems which connect with new piping systems. Existing pipe shall
be tested to the nearest existing manhole. Any piping which fails the test shall
be repaired. Repair of existing piping will be considered and paid for as extra
work.
B. Liquid Systems:
1.
Leakage shall be zero at the specified test pressure throughout the specified
duration for the following systems: Exposed piping, buried piping, and buried
or exposed piping carrying liquid chemicals. Unless otherwise specified,
leakage from other buried liquid piping systems shall be less than 0.02 gallon
per hour per inch diameter per 100 feet of buried piping.
2.
For HOBAS pipe testing, refer to Section 15108.1 – Centrifugally Cast
Fiberglass Reinforced Polymer Mortar Pipe.
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3.4 CLEANING AND FLUSHING
A. General:
1.
Piping systems shall be cleaned following completion of testing and prior to
connection to operating, control, and regulating or instrumentation equipment.
At CONTRACTOR’S option, may clean and test sections of the buried or
exposed piping systems. Use of this procedure; however, will not waive the
requirement for a full pressure test of the completed system. Unless specified
otherwise, piping 24-inches in diameter and smaller shall first be cleaned by
pulling a tightly fitting cleaning ball or swab through the system. Piping larger
than 24-inches in diameter may be cleaned manually or with a cleaning ball or
swab.
B. Liquid Systems:
1.
After completion of cleaning, liquid systems, unless otherwise specified, shall
be flushed with clean water. With temporary screens in place, the liquid shall
be circulated through the piping system using connected equipment for a
minimum period of 15 minutes and until no debris is collected on the screens.
3.5 PIPING SPECIFICATION SHEET
A. General:
1.
Piping schedule is shown in Table D. Table D indicates the working pressure,
fluid category, pipe material, interior lining, exterior coating, joint type, and
additional information. The following abbreviations in Table A, B, and C are
used in the Table D.
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Table A - Material Abbreviations
Polyvinyl Chloride
PVC
Copper
COP
Ductile Iron
DIP
Steel
STL
Vitrified Clay
VCP
Reinforced Concrete
RCP
Acrylonitrile Butadiene Styrene
ABS
Galvanized Steel
GST
Chlorinated Polyvinyl Chloride
CPVC
Fiberglass Reinforced Plastic
Resin
FRP
Stainless Steel
SST
Prestressed Concrete Cylinder
PCCP
High-Density Polyethylene
HDPE
Rubber Gasketed Reinforced
Concrete
RGRCP
Galvanized Steel
GST
Corrugated Metal Pipe
CMP
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Table B - Lining/Coating Abbreviations
Cement Mortar
CM
Polyethylene Wrap
PE
Bituminous Coating
BC
Glass Lined
GL
Galvanized
GALV
Paint per Section 09900
P
Petroleum Tape
PT
Polyurethane
PY
Polyvinyl Chloride
PVC
Epoxy
EP
Table C - Joint Abbreviations
Bell and Spigot
BS
Welded
W
Flanged
FLG
Mechanical Joint
MJ
Push On
PO
Grooved End Fitting
GEF
Solvent Welded
SW
Butt Wrapped
BW
Threaded
THD
Butt Fusion
BF
Soldered
SL
Brazed
BZ
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Table D – Piping Schedule
BURIED PIPE
SERVICE
DESCRIPTION
PIPE
SYMBOL
PIPE
MATERIAL
SPECIFICA
TION
WORKING
PRESSURE
CLASS/
TYPE
INTERIOR
LINING
EXTERIOR
COATING
JOINT
TYPE
TEST
PRESSURE
SANITARY SEWER
66-INCHES (Open Cut)
SS
HOBAS
15108.1
Gravity
SN46
NA
NA
FWC
Coupling
4 psi *
SANITARY SEWER
66-INCHES (Casing
Carrier)
SS
HOBAS
15108.1
Gravity
SN71
NA
NA
Flush
Bell
Spigot
4 psi *
SANITARY SEWER
48-INCHES
SS
PVC
15106
Gravity
SDR26
NA
NA
Bell and
Spigot
4 psi*
*See Specification 15051 Buried Piping Installation for specific Test Pressure requirements.
+ + END OF SECTION + +
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SECTION 15051
BURIED PIPING INSTALLATION
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to perform all excavating, backfilling, filling,
grading and disposing of earth materials and to furnish, install and test all buried
piping, fittings, and specials. The Work includes, but is not limited to, the
following:
a.
Excavation and backfill.
b.
All temporary means required to prevent discharge of sediment to water
courses from dewatering systems or erosion.
c.
All types and sizes of buried piping, except those specified under other
Sections.
d.
Piping beneath structures.
e.
Pipe encasements.
f.
Work on or affecting existing piping.
g.
Testing.
h.
Cleaning.
i.
Installation of all jointing and gasketing materials, specials, flexible
couplings, mechanical couplings, harnessed and flanged adapters, sleeves,
tie rods, and all other Work required to complete the buried piping
installation.
j.
Unless otherwise specifically shown on the Drawings, specified, or
included under other Sections, all buried piping Work required, beginning
at the outside face of structures or structure foundations and extending
away from structure.
2.
No classification of excavated materials will be made. Excavation includes all
materials regardless of type, character, composition, moisture, or condition
thereof.
B. Coordination:
1.
Review installation procedures under this and other Sections and coordinate the
installation of items that must be installed with, or before, the buried piping
installation Work.
2.
Section 15051, Buried Piping Installation, specifies the installation of all buried
piping materials specified in Sections of Division 15, Mechanical. Coordinate
with all applicable Sections.
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1.2 QUALITY ASSURANCE
A. Conform to all requirements of Section 601 of the Uniform Standard Specifications
for Public Work Construction by the Maricopa Association of Governments (MAG),
as supplemented by the City of Chandler. If there is a conflict between MAG
Standard Specifications and these Specifications, the Provisions of these
Specifications shall govern.
B. Testing Services:
1.
General: Testing of materials, testing for moisture content during placement and
compaction of fill materials, and of compaction requirements for compliance
with technical requirements of the Specifications shall be performed by a testing
laboratory as designated in Section 01451, Testing Laboratory Services
Furnished by OWNER and 01452, Testing Laboratory Services Furnished by
CONTRACTOR.
2.
ENGINEER'S Testing Agency Scope:
a.
Test CONTRACTOR'S proposed materials in the laboratory and/or field
for compliance with these Specifications.
b.
Perform field moisture content and density tests to assure that the specified
compaction of backfill materials has been obtained.
c.
Report all test results to the OWNER and CONTRACTOR.
3.
Authority and Duties of CONTRACTOR’S Testing Agency: Technicians
representing the testing laboratory shall inspect the materials in the field and
perform tests and shall report their findings to the ENGINEER and
CONTRACTOR. When the materials furnished or Work performed fails to
fulfill Specification requirements, the technician will direct the attention of the
ENGINEER and CONTRACTOR to such failure.
a.
The technician shall not act as foreman or perform other duties for
CONTRACTOR. Work will be checked as it progresses, but failure to
detect any defective Work or materials shall not in any way prevent later
rejection when such defect is discovered, nor shall it obligate the
ENGINEER for final acceptance. Technicians are not authorized to revoke,
alter, relax, enlarge, or release any requirements of the Contract
Documents, nor to approve or accept any portion of the Work.
4.
Responsibilities and Duties of CONTRACTOR:
a.
The use of testing services shall in no way relieve CONTRACTOR of the
responsibility to furnish materials and construction in full compliance with
the Contract Documents.
b.
To facilitate testing services:
1) Secure and deliver to the testing agency, without cost, preliminary
representative samples of the materials he proposes to use and which
are required to be tested.
2) Furnish such casual labor as is necessary to obtain and handle samples
at the Work site or at other sources of material.
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3) Advise the ENGINEER'S testing agency sufficiently in advance of
operations to allow for completion of quality tests and for the
assignment of personnel.
c.
CONTRACTOR'S Testing Service shall inspect and approve subgrades and
fill layers before further construction Work is performed thereon.
d.
Responsibility belongs to CONTRACTOR to accomplish the specified
compaction for backfill and to control the operations by confirmation tests
to verify and confirm compliance, and is complying at all times, with the
requirements of these Specifications concerning compaction, control, and
testing.
e.
The frequency of CONTRACTOR'S confirmation tests shall be not less
than as follows; each test location for trenches shall include tests for each
layer, type, or class of backfill from bedding to finish grade.
1) Trenches for buried pipe:
a)
In Open Fields: Four locations every 200 linear feet, each lift.
b) Along Dirt or Gravel Roads or Off Traveled Right-of-way: Four
locations every 200 linear feet, each lift.
c)
Crossing Paved Roads: Two locations along each crossing.
d) Under Pavement Cuts or Within Two Feet of Pavement Edges:
Two locations every 200 linear feet, each lift.
e)
Compaction test shall be taken at least every 1 foot of total lift
and 50 feet lineally.
f.
Copies of the test reports shall be submitted promptly to the ENGINEER.
CONTRACTOR'S tests shall be performed by a soils testing laboratory
acceptable to the ENGINEER.
g.
Demonstrate the adequacy of compaction equipment and procedures before
exceeding any of the following amounts of earthwork quantities:
1) 100 linear feet of trench backfill.
h.
Until the specified degree of compaction on the previously specified
amounts of earthwork is achieved, no additional earthwork of the same
kind shall be performed.
i.
Periodic compliance tests will be made by the ENGINEER to verify that
compaction is conforming to the requirements previously specified, at no
cost to CONTRACTOR. Remove the overburden above the level at which
the ENGINEER wishes to test and shall backfill and recompact the
excavation after the test is complete.
j.
If compaction fails to conform to the specified requirements, remove and
replace the backfill at proper density or shall bring the density up to
specified level by other means acceptable to the ENGINEER. Subsequent
tests required to confirm and verify that the reconstructed backfill has been
brought up to specified density shall be paid by CONTRACTOR.
CONTRACTOR'S confirmation tests shall be performed in a manner
acceptable to the ENGINEER. Frequency of confirmation tests for
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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remedial Work shall be double that amount specified for initial
confirmation tests.
C. Requirements of Regulatory Agencies:
1.
Comply with requirements of NFPA Standard No. 24 for “Outside Protection”
where applicable to water pipe systems used for fire protection.
2.
Comply with requirements of UL, FM and other jurisdictional authorities, where
applicable.
3.
Refer to the General and Supplementary Conditions regarding permit
requirements for this Project.
4.
Comply with requirements of the Chandler Building Code and ADOT.
5.
Obtain all necessary permits for Work in roads, rights-of-way, ADOT, etc.
Also, obtain permits as required by local, state and federal agencies for
discharging water from excavations.
6.
Perform excavation Work in compliance with applicable requirements of
governing authorities having jurisdiction.
D. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown on the Drawings or specified.
1.
Excavation and Backfill:
a.
ASTM D 422, Standard Test Method for Particle-Size Analysis of Soils.
b.
ASTM D 427, Test Method for Shrinkage Factors of Soils by the Mercury
Method.
c.
ASTM D 698, Standard Test Method for Laboratory Compaction
Characteristics of Soil.
d.
ASTM D 1556, Standard Test Method for Density and Unit Weight of Soil
in Place by the Sand-Cone Method.
e.
ASTM D 2166, Standard Test Method for Unconfined Compression
Strength of Cohesive Soil.
f.
ASTM D 2922, Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
g.
ASTM D 3017, Standard Test Method for Water Content of Soil and Rock
in Place by Nuclear Methods (Shallow Depth).
h.
ASTM D 4318, Method of Test for Liquid Limit of Soils.
i.
AISC Specifications for the Design, Fabrication, and Erection of Structural
Steel for Buildings.
j.
OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section
.650 (Subpart P - Excavations).
k.
AASHTO T-99, The Moisture-Density Relations of Soils Using a (2.5 kg)
5.5 lb Rammer and a (305 mm) 12 in. Drop {Proctor}.
l.
ASSHTO-T-191, Density of Soil in Place by the Sand Cone Method.
m. Uniform Standard Specifications for Public Work Construction by the
Maricopa Association of Governments (MAG), as supplemented by the
City of Chandler, Section 601.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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2.
Piping Materials and Installation:
a.
ASTM D 2321, Practice for Underground Installation of Flexible
Thermoplastic Pipe.
b.
ASTM D 2774, Practice for Underground Installation of Thermoplastic
Pressure Piping.
c.
AWWA C105, Polyethylene Encasement for Ductile-Iron Piping for Water
and Other Liquids.
d.
AWWA C111, Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and
Fittings.
e.
AWWA C206, Field Welding of Steel Water Pipe.
f.
AWWA C600, Installation of Ductile-Iron Water Mains and Their
Appurtenances.
g.
AWWA C606, Grooved and Shouldered Joints.
h.
AWWA C651, Disinfecting Water Mains.
i.
AWWA M9, Concrete Pressure Pipe.
j.
AWWA M11, Steel Pipe - A Guide for Design and Installation.
k.
AWWA M23, PVC - Design and Installation.
l.
ASCE MOP No. 37, Design and Construction of Sanitary and Storm
Sewers.
m. Concrete Pipe Handbook, American Concrete Pipe Association.
n.
NFPA 24, Private Fire Service Mains and Their Appurtenances.
o.
NFPA 54, National Fuel Gas Code.
p.
NSF/ANSI 61, Drinking Water System Components Health Effects.
q.
Arizona Administrative Code R18-4-213, Standards for Additives,
Materials, and Equipment.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Excavation and Backfill Submittals:
a.
Excavation Plan: Prior to start of excavation operations, a written plan
shall be submitted to demonstrate compliance with OSHA Standard 29
CFR Part 1926.650. As a minimum, excavation plan shall include:
1) Name of competent person.
2) Excavation method(s) or protective system(s) to be used.
3) Copies of "manufacturer's data" or other tabulated data if protective
system(s) are designed on the basis of such data.
b.
Excavation and backfill requirements detailing sheeting and bracing, or
other protective system(s), dewatering systems, cofferdams, and under-
pinning.
c.
Proposed Backfill Material and Flowable Backfill:
1) Submit material testing results of materials proposed for backfill.
2) Submit lean concrete flowable backfill mix design for approval,
demonstrating compliance with these Specifications.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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d.
Shop Drawings shall be prepared by a Registered Professional Engineer,
licensed in the State of Arizona, recognized as an expert in the specialty
involved. Drawings shall be submitted to ENGINEER for record purposes
only. Calculations shall not be submitted. Drawing submittals will not be
checked and will not imply approval by ENGINEER of the Work involved.
Responsibility belongs to CONTRACTOR for designing, installing,
operating and maintaining whatever system is necessary to satisfactorily
accomplish all necessary sheeting, bracing, protection, underpinning and
dewatering.
e.
Samples of all materials, including flowable backfill, select backfill,
general backfill, granular embedment, crushed stone and sand shall be
submitted to the CONTRACTOR'S Testing Agency. Samples of the
proposed material shall be submitted at least 14 days in advance of its
anticipated use. Samples shall consist of 0.5 cubic feet of each type of
material.
2.
Piping Materials and Installation Submittals:
a.
Laying schedules for all piping
b.
Full details of piping, specials, manholes, joints, harnessing and thrust
blocks, and connections to existing piping, structures, equipment and
appurtenances.
c.
Certificates of compliance with referenced Standards for proposed pipe
material.
d.
Descriptions of proposed pipe testing methods, procedures and apparatus.
Prepare and submit a report for each test conducted.
3.
Field Test Reports:
Testing laboratory shall submit copies of test reports for Field Density of
Backfill directly to ENGINEER, with copy to CONTRACTOR.
4.
Record Drawings:
a.
During progress of the Work, keep an up-to-date set of Record Drawings
showing field and Shop Drawing modifications.
b.
Submit Record Drawings prior to the time of Substantial Completion.
c.
Field As-Builts redlines shall be submitted to the ENGINEER along with
each pay application.
5.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
6.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
7.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
authority for determining acceptability of requested deviations. The remaining
portions of the paragraph not underlined will signify compliance on the part of
the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be
sufficient cause for rejection of the entire submittal with no further
consideration.
1.4 JOB CONDITIONS
A. Existing Structures: The Drawings show certain surface and underground structures
adjacent to the Work. This information has been obtained from existing records. It
is not guaranteed to be correct or complete and is shown on the Drawings for the
convenience of CONTRACTOR. Explore ahead of the required excavation to
determine the exact location of all existing structures. Structures shall be supported
and protected from damage by CONTRACTOR. If they are broken or damaged,
restore them immediately at no additional cost to the OWNER.
B. Existing Utilities: Locate existing underground utilities in the areas of the Work.
CONTRACTOR shall pothole for existing utilities that are shown per the Contract
Drawings that are in the vicinity of the trench excavation limits or for utilities that
cross the proposed water line alignment. CONTRACTOR shall provide to the
ENGINEER pothole results prior to excavation activities that identifies the type of
utility, invert elevation, top of utility, northing and easting. CONTRACTOR shall
pothole all utilities that may not be shown per the Contract Drawings that are
identified by Bluestake. Potholing activities shall be performed prior to excavation to
determine final water line alignment or any modifications that may be required. If
utilities are to remain in place, provide adequate means of protection during all
operations.
1.
Should uncharted or incorrectly charted piping or other utilities be encountered
during excavation, consult piping or utility owner and ENGINEER immediately
for directions as to procedure. Cooperate with OWNER and utility owner in
keeping services and facilities in operation. Repair damaged utilities to satisfac-
tion of utility owner.
2.
In general, service lines to individual houses and businesses are not shown on
the Drawings, however, assume that a service exists for each utility to each
house or business.
3.
Do not interrupt existing utilities serving facilities occupied and used by
OWNER or others, except when permitted in writing by ENGINEER and then
only after acceptable temporary utility services have been provided.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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4.
Demolish and completely remove from site existing underground utilities
indicated to be removed. Coordinate with utility companies for shut-off of
services if lines are active.
C. Protection of Persons and Property: Barricade open excavations occurring as part of
the Work and post with warning lights. Operate warning lights during hours from
dusk to dawn each day and as otherwise required.
1.
Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout and
other hazards created by earthwork operations.
D. Dust Control: Conduct all operations meeting the requirements specified in Section
01414, Earthmoving and Dust Control.
E. Roadways and Walks: Unless otherwise approved by ENGINEER, excavated
material and materials of construction shall be so deposited, and the Work shall be so
conducted, as to leave open and free for pedestrian traffic all crosswalks, and for
vehicular traffic a roadway not less than ten feet in width. All hydrants, valves, fire
alarm boxes, letter boxes, and other facilities which may require access during
construction shall be kept accessible for use. During the progress of the Work,
maintain such crosswalks, sidewalks, and roadways in satisfactory condition and the
Work shall at all times be so conducted as to cause a minimum of inconvenience to
public travel, and to permit safe and convenient access to private and public property
along the line of the Work.
1.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver materials to the site to ensure uninterrupted progress of the Work.
B. Handle all pipe, fittings, specials and accessories carefully with approved handling
devices. Do not drop or roll material off trucks. Do not otherwise drop, roll or skid
piping.
C. Store pipes and fittings on heavy wood blocking or platforms so they are not in
contact with the ground.
D. Unload pipe, fittings and specials opposite to or as close to the place where they are
to be installed as is practical to avoid unnecessary handling. Keep pipe interiors
completely free from dirt and foreign matter.
E. Inspect delivered pipe for cracked, gouged, chipped, dented or otherwise damaged
material and immediately remove from site.
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PROJECT NAME:
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PART 2 - PRODUCTS
2.1 EMBEDMENT AND BACKFILL MATERIALS
A. Pipe Bedding/Flowable Backfill:
1.
Provide a flowable backfill in lieu of aggregate base course (ABC) as shown per
City of Chandler Standard Detail C-402, pipe bedding that shall be 6-inches
minimum clearance below outer diameter of pipe to 12-inches minimum above
outer diameter of pipe crown. Flowable backfill shall confirm to a ½ Sack
Controlled Low Strength Material (CLSM), as specified in Section 728 of the
MAG Uniform Standard Specifications.
B. Backfill Materials:
1.
Materials acceptable for use as backfill above pipe bedding shall be stockpiled
native sandy clay or granular soils obtained from on-site excavations and which
are uniformly mixed, contain no organic matter, nor contain rocks or fragments
greater than 4-inches in size, nor have greater than 50-percent passing the 200
sieve. The maximum expansion of on-site materials shall be 1-percent as
performed on a sample remolded to approximately 100-percent of the maximum
dry density as determined in accordance with ASTM D 698 at two percent below
optimum moisture content under a 100-psf surcharge pressure.
2.
All materials for use as backfill and fill material shall be tested by the laboratory
and approved by the ENGINEER.
2.2
2.2 PIPING MATERIALS
A. Unless otherwise specified, piping materials, including pipe, gaskets, fittings,
connection and joint assemblies, linings and coatings, shall be selected from those
listed in Section 15050, Piping Systems. Piping materials shall conform to detailed
Specifications for each type of pipe and piping appurtenances specified in the
applicable Sections of Division 15, Mechanical.
PART 3 - EXECUTION
3.1 EXCAVATION
A. Provide ENGINEER with sufficient notice and with means to examine the areas and
conditions under which excavation is to be performed. ENGINEER will notify
CONTRACTOR if conditions are found that may be detrimental to the proper and
timely completion of the Work. Do not proceed with the Work until unsatisfactory
conditions have been corrected in an acceptable manner.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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B. Perform all excavation required to complete the Work as shown on the Drawings,
specified and required. Excavations shall include earth, sand, clay, gravel, hardpan,
boulders not requiring drilling and blasting for removal, decomposed rock,
pavements, rubbish and all other materials within the excavation limits.
C. Excavations for pipelines shall be open excavations. Provide excavation protection
system(s) required by ordinances, codes, law and regulations to prevent injury to
workmen and to prevent damage to new and existing structures or pipelines. Unless
shown on the Drawings or specified otherwise, protection system(s) shall be utilized
under the following conditions.
1.
Excavation Less Than Five Feet Deep: Excavations in stable rock or in soil
conditions where there is no potential for a cave-in may be made with vertical
sides. Under all other conditions, excavations shall be sloped and benched,
shielded, or shored and braced.
2.
Excavations More Than Five Feet Deep: Excavations in stable rock where there
is no potential for a cave-in may be made with vertical sides. Under all other
conditions, excavations shall be sloped and benched, shielded or shored and
braced.
3.
Excavation protection system(s) shall be installed and maintained in accordance
with drawings submitted under Article 1.3, above.
D. Where the pipeline is to be placed below the ground water table, well points,
cofferdams or other acceptable methods shall be used to permit construction of said
pipeline under dry conditions. Dry conditions shall prevail until the pipelines are
properly jointed, tested and backfilled. Water level shall be maintained below top of
backfill at all times.
E. Pumping of water from excavations shall be done in such a manner to prevent the
carrying away of unsolidified concrete materials, and to prevent damage to the
existing subgrade.
F. Material Storage: Stockpile satisfactory excavated materials in approved areas, until
required for backfill or fill. Place, grade and shape stockpiles for proper drainage.
1.
Locate and retain soil materials away from edge of excavations.
2.
Dispose of excess soil material and waste materials as specified hereinafter.
3.
Stockpiled excavated soils for use as subsequent fill shall be classified by
laboratory as on-site granular or sandy clay soils. Use and placement of fill shall
be performed as specified for each class.
4.
Excess soil from excavations shall be disposed of off-site. Disposal shall be in
accordance with state and local regulatory requirements.
G.
CITY OF CHANDLER: Public Works and Utilities Department
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G. Trench width shall be minimized to greatest extent practical but shall conform to
MAG Standard Specification 601 and be sufficient to provide room for installing,
joining, and inspecting piping.
1.
The width of the trench shall not be greater than the maximum indicated per
MAG Specification Section 601 at and below the level of the top of the pipe. If
the maximum width as specified above is exceeded at the top of the pipe,
provide, at no additional cost to the OWNER, the necessary loading bearing
capacity by means of bedding, having a higher bedding factor than that
specified, higher strength pipe a concrete cradle, cap or encasement, or by other
means approved in writing by the ENGINEER.
2.
The width of the trench above that level may be made as wide as necessary for
shoring or other wall support measures necessary for a safe and proper
installation. Trench walls may be sloped in-lieu of shoring, sheeting or other
wall support measures. In all cases, responsibility belongs to CONTRACTOR
for all costs incurred as a result of increased trench width.
3.
Enlargements at pipe joints may be made if required and approved by
ENGINEER.
4.
Sufficient for shoring and bracing, or shielding and dewatering.
H. Subgrades for trench bottoms shall be firm, dense, and thoroughly compacted and
consolidated; shall be free from mud, muck, and other soft or unsuitable materials;
and shall remain firm and intact under all construction operations. Where
ENGINEER considers the existing subgrades unsuitable, remove same and replace it
with Controlled Low Strength Material. Subgrades which are otherwise solid, but
which become soft or mucky on top due to construction operations, shall be replaced
with Controlled Low Strength Material. The finished elevation of stabilized
subgrades shall not be above subgrade elevations required for the piping installation
as herein specified
I.
Except at locations where excavation of rock from the bottom of the trench is
required, care shall be taken not to excavate below the required depth. Unauthorized
excavation below the specified grade line shall be refilled at CONTRACTOR’S
expense with Controlled Low Strength Material.
J.
Whenever rock is encountered in the trench bottom, it shall be over excavated to a
minimum depth of 6-inches below the O.D. of the pipe. This over excavation shall be
filled with Controlled Low Strength Material.
3.2 EXCAVATION DRAINAGE AND DEWATERING
A. General:
1.
Prevent surface and subsurface water from flowing into excavations and from
flooding adjacent areas.
2.
Remove water from excavations as fast as it collects.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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3.
Maintain the ground water level at approximately three feet below the bottom of
the excavation to provide a stable surface for construction operations, a stable
subgrade for permanent work and to prevent damage to Work during all stages
of construction.
4.
Provide and maintain pumps, sumps, suction and discharge lines and other
dewatering system components necessary to convey water away from
excavations. Adequate operational standby equipment shall be maintained on
the site.
5.
Provide approved sediment traps when water is conveyed into water courses.
6.
Obtain ENGINEER'S approval before shutting down dewatering system for any
reason.
B. Standby Requirements for Dewatering:
1.
Provide standby equipment to ensure continuity of dewatering operations.
C. Disposal of Water Removed by Dewatering System:
1.
Dispose of all water removed from the excavation in such a manner as not to
endanger public health, property, or any portion of the Work under construction
or completed.
2.
Dispose of water in such a manner as to cause no inconvenience to OWNER,
ENGINEER or others involved in work about the site.
3.
Convey water from the excavation in a closed conduit. Do not use trench
excavations as temporary drainage ditches.
3.3 SHEETING, SHORING, AND BRACING FOR STRUCTURE EXCAVATIONS
A. General:
1.
Used material shall be in good condition, not damaged or excessively pitted. All
steel or wood sheeting designated to remain in place shall be new. New or used
sheeting may be used for temporary work.
2.
All timber used for breast boards (lagging) shall be new or used, meeting the
requirements for Douglas Fir Dense Construction grade with a bending strength
not less than 1,500 psi or Southern Pine No. 2 Dense.
3.
All steel work for sheeting, shoring, bracing, cofferdams, etc., shall be designed
in accordance with the provisions of the "Specifications for the Design,
Fabrication and Erection of Structural Steel for Buildings" of the AISC, except
that field welding will be permitted.
4.
Steel sheet piling shall be manufactured from steel conforming to ASTM A 328.
Steel for soldier piles, wales, and braces shall be new or used and shall conform
to ASTM A 36/ A 36M.
5.
Maintain shoring and bracing in excavations regardless of time period
excavations will be open. Carry down shoring and bracing as excavation
progresses.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
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6.
Unless otherwise shown on the Drawings, specified, or ordered, all materials
used for temporary construction shall be removed when Work is completed.
Such removal shall be made in a manner not injurious to the structure or its
appearance or to adjacent Work.
7.
Provide permanent steel sheet piling or pressure creosoted timber sheet piling
wherever subsequent removal of sheet piling might permit lateral movement of
soil under adjacent structures. Cut off tops as required, but at least 3 feet below
grade, and leave permanently in place.
8.
The clearances and types of the temporary structures, insofar as they affect the
character of the finished Work and the design of sheeting to be left in place, will
be subject to the approval of ENGINEER; but, responsibility for the adequacy of
all sheeting, shoring, bracing, coffer-damming, etc., belongs to CONTRACTOR.
9.
Safe and satisfactory sheeting, shoring, and bracing shall be the entire
responsibility of CONTRACTOR.
10. All Municipal, County, State, and Federal ordinances, codes, regulations, and
laws shall be observed.
B. Removal of Sheeting and Bracing:
1.
Remove sheeting and bracing from excavations, unless otherwise directed in
writing by ENGINEER. Removal shall be done so as to not cause injury to the
Work. Removal shall be equal on both sides of excavation to ensure no unequal
loads on pipe or structure.
2.
Defer removal of sheeting and bracing, where removal may cause soil to come
into contact with concrete, until the following conditions are satisfied:
a.
Concrete has cured a minimum of seven days.
b.
Wall and floor framing up to and including grade level floors are in place.
3.4 TRENCH SHIELDS
A. Excavation of earth material below the bottom of a shield shall not exceed the limits
established by ordinances, codes, laws, and regulations.
B. When Using a Shield for Pipe Installation:
1.
Any portion of the shield that extends below the mid-diameter of an installed
rigid pipe (e.g., RCP) shall be raised above this point prior to moving the shield
ahead for the installation of the next length of pipe.
2.
The bottom of the shield shall not extend below the mid-diameter of installed
flexible pipe (e.g., steel, DI, PVC, etc.) at any time.
C. When using a shield for the installation of structures, the bottom of the shield shall
not extend below the top of the bedding for the structures.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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D. When a shield is removed, extreme care shall be taken to prevent damage to the
structures or the disturbance of the bedding for structures. Structures that are
disturbed shall be removed and reinstalled as specified.
3.5 GENERAL REQUIREMENTS FOR PIPE BEDDING, BACKFILL AND
COMPACTION
A. Furnish, place, and compact all flowable backfill, backfill, and other materials
required for pipelines as required to provide the finish grades as shown on the
Drawings and as described herein.
B. Fill containing organic materials or other unacceptable material shall be removed and
replaced with approved fill material as specified.
C. Placement Flowable Pipe Bedding and Backfill Material:
1.
Bedding and backfill material as specified per section 2.1 shall be placed to the
grades shown per City of Chandler Detail C-402. Bring pipe bedding around
piping up evenly on all sides.
2.
Flowable backfill shall be placed in accordance with MAG Standard
Specification 604. Mechanical vibration in accordance with ACI requirements
shall be used to consolidate all flowable backfill material.
3.
Keep excavations dry during backfilling operations. No backfill or fill material
shall be placed when free water is standing on the surface of the area where the
fill is to be placed. No compaction of fill will be permitted with free water on
any portion of the fill to be compacted. No fill shall be placed or compacted in a
frozen condition or on top of frozen material. Any fill containing organic
materials or other unacceptable material previously described shall be removed
and replaced with approved fill material prior to compaction.
4.
Compaction shall be performed with equipment suitable for the type of backfill
material being placed. CONTRACTOR shall select equipment that is capable of
providing the minimum density required by these Specifications. Equipment
shall be provided that is capable of compacting in restricted areas next to
structures and around piping. The effectiveness of the equipment selected by
CONTRACTOR shall be tested at the commencement of compacted fill work by
construction of a small section of fill within the area where fill is to be placed.
If tests on this section of fill show that the specified compaction is not obtained,
CONTRACTOR shall increase the amount of coverages, decrease the lift
thicknesses, or obtain a different type of compactor.
5.
The compaction requirements specified are predicated on the use of normal
materials and compaction equipment. In order to establish criteria for the
placement of a controlled fill so that it will have compressibility and strength
characteristics compatible with the proposed structural loadings, a series of
laboratory compaction and/or compressive strength tests shall be performed on
the samples of materials submitted by CONTRACTOR. From the results of the
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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laboratory tests, the final values of the required percent compaction, the
acceptable compaction moisture content range, and the maximum permissible
lift thickness will be established for the fill material and construction equipment
proposed.
6.
If the specified densities are not obtained because of improper control of
placement or compaction procedures, or because of inadequate or improperly
functioning compaction equipment, CONTRACTOR shall perform whatever
Work is required to provide the required densities. This Work shall include
complete removal of unacceptable fill areas, and replacement and recompaction
until acceptable fill is provided, at no additional cost to the OWNER.
7.
CONTRACTOR shall repair, at their own expense, any after-settlement that
occurs. CONTRACTOR shall make all repairs and replacements required
within 30 days after notice from ENGINEER or OWNER.
D. Compaction Density Requirements: Refer to Article 3.9, below.
3.6 PIPE INSTALLATION
A. General:
1.
All bedding shall be inspected by ENGINEER prior to laying pipe. Notify
ENGINEER in advance of excavating, bedding and pipe laying operations.
2.
The ENGINEER prior to installation shall inspect all piping. ENGINEER'S
inspection will not relieve CONTRACTOR or manufacturer from responsibility
for damaged products.
3.
All piping shall be carefully examined for cracks, damage or other defects before
installation. Any piping that is defective, including but not limited to, cracked,
damaged, in poor condition, or with damaged linings or improper markings shall
be rejected, unless the product can be repaired in a manner acceptable to the
manufacturer and ENGINEER. Any piping found to be broken or defective after
it has been installed shall be removed, replaced or repaired at CONTRACTOR'S
expense.
4.
Take field measurements, where required, prior to installation to ensure proper
fitting of the Work. Uncover existing pipelines sufficiently in advance of the
proposed Work in order that the type and location of the existing pipes and
joints and other information required to fabricate the proposed piping can be
determined. Responsibility to obtain whatever information is required to
complete the connections of the proposed pipelines to the existing pipelines
belongs to CONTRACTOR.
5.
Present all conflicts between piping systems and equipment, structures or
facilities to ENGINEER for determination of corrective measures before
proceeding.
6.
Request instructions from ENGINEER before proceeding if there is a conflict
between the manufacturer's recommendations and the Contract Documents.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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7.
Installation of all pipe, fittings, valves, specials and appurtenances shall be
subject to the review and approval of the ENGINEER.
8.
Install piping as shown on the Drawings, specified and as recommended by the
manufacturer and in conformance with referenced standards and approved Shop
Drawings.
9.
No pipe shall be brought into position until the preceding length has been
bedded and secured in its final position.
10. Minimum earth cover over the piping shall be as shown on the Drawings,
specified or directed by the ENGINEER, but in no case shall the earth cover be
less than 3 feet-6 inches for all piping, except drains.
11. Interior of all piping and mating surfaces shall be inspected and all dirt, gravel,
sand, debris or other foreign material shall be completely removed from the
interior and mating surfaces before installation. Measures shall be taken to
maintain the interior of all piping clean until acceptance of the completed Work.
Care shall be taken to prevent foreign matter from entering joint space. Bell and
spigot mating surfaces shall be wiped clean immediately before piping is laid.
For ductile-iron pipe, the bell and spigot mating surfaces shall be thoroughly
cleaned with a wire brush.
12. Install piping accurately to line and grade shown on the Drawings, specified or
directed, unless otherwise approved by the ENGINEER. Accurate means of
determining and checking the alignment and grade shall be used, which shall be
subject to the approval of the ENGINEER. Any modifications to the Contract
Documents to suit the pipe manufacturer's standard shall be approved by the
ENGINEER. Remove and relay piping that is incorrectly installed, at
CONTRACTOR'S expense.
13. Do not lay piping in water, unless otherwise specified in these Specifications or
approved by the ENGINEER. Ensure that the water level in the trench is at least
6-inches below the bottom of piping. Maintain a dry trench until jointing and
backfilling are complete, unless otherwise specified in these Specifications or
approved by the ENGINEER.
14. Where unforeseen conditions will not permit the installation of piping as shown
on the Drawings or specified, no piping shall be installed without approval of
the ENGINEER. Do not modify structures or facilities without approval of the
ENGINEER.
15. Start laying piping at lowest point and proceed toward the higher elevations,
unless otherwise approved by the ENGINEER. Slope piping uniformly between
elevations shown on the Drawings or as otherwise directed by the ENGINEER.
16. Place bell and spigot piping so that the bells face the direction of laying, unless
otherwise approved by the ENGINEER.
17. Piping shall be installed so that the barrel of the piping, and not the joints,
receives the bearing pressure from the trench bottom or other bedding condition.
18. No piping shall be brought into position until the preceding length, valve, fitting,
or special has been bedded and secured in place.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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PROJECT NUMBER:
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19. Whenever pipe laying is not actively in progress, the open ends of the piping
shall be closed by a temporary plug or cap to prevent soil, water and other
foreign matter from entering the piping.
20. Field cutting of metallic piping, where required for inserting valves, fitting,
specials, and closures, shall be made with a machine specially designed for
cutting piping and in accordance with the manufacturer's instructions. Cuts shall
be carefully done, without damage to piping, so as to leave a smooth end at right
angles to the axis of the piping. Cut end shall be tapered and sharp edges filed
off smooth. Flame cutting shall not be permitted. Any piping damaged by
CONTRACTOR due to improper or careless methods of cutting shall be
replaced or repaired at his expense.
21. Blocking under piping shall not be permitted, unless specifically approved by
ENGINEER for special conditions.
22. Protective linings and coatings shall be touched up prior to installation, where
required.
23. Except where bends, wyes or similar fittings are used, changes in alignment and
grade of the piping shall be made by deflecting joints or with beveled pipe.
Permissible joint deflection shall not exceed 75 percent of the amount allowed
by the manufacturer.
24. All joints shall be made in the presence of the ENGINEER or his duly
authorized representative, except as otherwise approved.
25. Special care shall be taken to ensure that each section of piping abuts against the
next in such a manner that there will be not shoulder or unevenness of any kind
along the piping invert.
26. Piping shall be rotated as required to place outlets in proper position.
27. Blind flanges and cleanouts shall be provided at locations shown on the
Drawings, specified or required. Cleanouts on buried piping shall include all
pipe, fittings and appurtenances required to bring cleanout to finished grade and
terminate in a flange and blind flange or suitably capped piping as shown on the
Drawings. Cleanout piping shall be same as that specified for the main run.
28. All gravity lines shall pitch uniformly at the grade shown on the Drawings or as
specified or approved by the ENGINEER.
29. Short pipe stubs, maximum 4-feet-0-inch in length, shall be used at all manholes
and other wall faces, except as otherwise specified.
30. Field painting shall be accomplished after joints are made.
31. All piping shall be plugged watertight with a suitable cap or plug securely
fastened to the end of the piping at all contact interfaces.
32. On steep slopes, take measures acceptable to ENGINEER to prevent movement
of the pipe during installation.
33. Exercise care to avoid flotation when installing pipe in cast-in-place concrete.
34. For copper tubing and thermoplastic piping, snake piping in trench to
compensate for thermal expansion.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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B. Manufacturer's Installation Specialist:
1.
Provide the services of a competent installation specialist of the pipe
manufacturer when pipe laying commences if CONTRACTOR is not
experienced in laying and jointing a particular type of pipe for the following:
a.
HOBAS pipe.
b.
Thermoplastic pipe.
2.
Retain installation specialist at the site for a minimum of two days or until
competency of the pipe laying crew has been satisfactorily demonstrated.
C. Separation of Sewers and Potable Water Pipe Lines:
1.
Conform to requirements of MAG Specification Section 610.5.
D. Plugs:
1.
Temporarily plug installed pipe at the end of each day's Work or other
interruption to the installation of any pipeline. Plugging shall prevent the entry
of animals, liquids or persons into the pipe or the entrance or insertion of
deleterious materials.
2.
Install standard plugs into all bells at dead ends, tees or crosses. Cap all spigot
ends.
3.
Fully secure and block all plugs and caps installed for pressure testing to
withstand the specified test pressure.
4.
Where plugging is required for phasing of the Work or for subsequent
connection of piping, install watertight, permanent type plugs.
E. Laying Pipe:
1.
Conform to manufacturer's instructions and requirements of the standards listed
below, where applicable:
a.
Ductile Iron Pipe: AWWA C600, AWWA C105.
b.
Concrete Pipe: AWWA M9, Concrete Pipe Handbook.
c.
Steel Pipe: AWWA M11, AWWA C206.
d.
Thermoplastic Pipe: ASTM D 2774.
e.
Fiberglass Reinforced Polymer Mortar Pipe: ASTM D3262.
f.
ASCE Manual of Practice No. 37.
F. Jointing Pipe:
1.
CCFRP (HOBAS) Pipe:
a.
Unless otherwise specified, the pipe shall be field connected with fiberglass
sleeve couplings that utilize built-in double fin integral elastomeric seal
gasket made of EPDM rubber compound, which must be mechanically
locked to FRP backing, as the sole means to maintain joint water tightness.
The joints must meet the performance requirements of ASTM D4161, and
be leak free after field testing.
2.
Thermoplastic Pipe Joints:
a.
Solvent Cement Joints:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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1) Bevel pipe ends and remove all burrs before making joints. Clean
both pipe and fittings thoroughly. Do not attempt to make solvent
cement joints if temperature is below 40°F or above 90°F when
exposed to direct sunlight or in wet conditions.
2) Use solvent cement supplied or recommended by the pipe
manufacturer.
3) Apply joint primer and solvent cement and assemble joints in strict
accordance with the recommendations and instructions of the
manufacturer of the joint materials and the pipe manufacturer.
4) Observe safety precautions with the use of joint primers and solvent
cements. Allow air to circulate freely through pipelines to permit
solvent vapors to escape. Slowly admit water when flushing or filling
pipelines to prevent compression of gases within pipes.
b.
Push-On Joints:
1) Bevel all field-cut pipes, remove all burrs and provide a reference
mark the correct distance from the pipe end.
2) Clean the pipe end and the bell thoroughly before making the joint.
Insert the O-ring gasket, making certain it is properly oriented.
Lubricate the spigot well with an approved lubricant; do not lubricate
the bell or O-ring. Insert the spigot end of the pipe carefully into the
bell until the reference mark on the spigot is flush with the bell.
3.
Mechanical Coupling Joints:
a.
Prior to the installation and assembly of mechanical couplings, the joint
ends shall be cleaned thoroughly with a wire brush to remove foreign
matter. Following this cleaning, lubricant shall be applied to the rubber
gasket or inside of the coupling housing and to the joint ends. After
lubrication, the gasket shall be installed around the joint end of the
previously installed piece and the joint end of the subsequent piece shall be
mated to the installed piece. The gasket shall be positioned and the
coupling housing placed around the gasket and over the grooved or
shouldered joint ends. The bolts shall be inserted and the nuts screwed up
tightly by hand. The bolts shall then be tightened uniformly in order to
produce an equal pressure on all parts of the housing. When the housing
clamps meet metal to metal, the joint is complete and further tightening is
not required.
G. Transitions from One Type of Pipe to Another:
1.
Provide all necessary adapters, specials and connection pieces required when
connecting different types and sizes of pipe or connecting pipe made by different
manufacturers.
H. Closures:
1.
Provide all closure pieces shown on the Drawings or required to complete the
Work.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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3.7 BACKFILL
A. General:
1.
Backfill begins after the placement of the pipe bedding. Pipeline trenches may
be backfilled prior to pressure testing, but no structure shall be constructed over
any pipeline until it has been tested.
2.
Place and compact backfill as construction progresses.
3.
Compacted backfill shall be required for the full depth of the trench above the
flowable pipe embedment material. Where the trench for one pipe passes
beneath the trench for another pipe or electrical duct bank, the lower trench shall
be compacted to the level of the bottom of the upper trench.
4.
Each layer of backfill material shall be compacted by at least two complete
coverages of all portions of the surface of each lift using approved compaction
equipment. One coverage is defined as the conditions reached when all portions
of the fill lift have been subjected to the direct contact of the compacting surface
of the compactor.
5.
The method of compaction and the equipment used shall be appropriate for the
material to be compacted and shall not transmit damaging shocks to the pipe.
6.
The degree of compaction required for all types of fills shall be as listed below.
Material shall be moistened or aerated as necessary to provide the moisture
content that will facilitate obtaining the specified compaction.
7.
The trench backfill shall be thoroughly compacted to no less than the following
densities when tested and determined by ASSHTO T-99 and T-191 or ASTM D
2922 and D 3017. When ASSHTO T-99, Method A or B, and T-191 are used
for density determination, MAG Detail 190 will be used for rock correction.
The minimum density required is identified below:
(The remainder of this page was left blank intentionally)
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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Material Thickness
(inches)
Required Minimum
Density-Percent
Compaction
(ASTM D 698)
Maximum
Uncompacted
Lift (inches)
Aggregate Base Course
100
8
Trench Backfill above pipe – Deeper than 2
feet below pavement
95
8
Trench Backfill above pipe – Within 2 feet
below pavement
100
8
Backfill Material
95
8
Flowable Backfill*
See below *
See below *
*
Flowable backfill shall be in accordance with Paragraph 2.1.A., above. Testing
shall be in accordance with MAG 728 and testing methods described in Section
03300, Cast–In–Place Concrete.
a.
All fill must be wetted and thoroughly mixed to achieve optimum moisture
content, within two percent, with the following exceptions: For on-site
clayey soils, the optimum moisture content may range from the target value
to ±2 percent.
b.
Natural undisturbed soils or compacted soil subsequently disturbed or
removed by construction operations shall be replaced with materials
compacted as specified above.
8.
CONTRACTOR'S testing service shall perform tests required to provide data for
selection of fill material and control of placement water content.
9.
Field density tests, to ensure that the specified density is being obtained, shall be
performed by CONTRACTOR'S testing service during each day of compaction
Work.
10. If the tests indicate unsatisfactory compaction, provide the additional
compaction necessary to obtain the specified degree of compaction. All
additional compaction work shall be performed by CONTRACTOR, at no
additional cost to the OWNER, until the specified compaction is obtained. This
work shall include complete removal of unacceptable (as determined by the
ENGINEER) fill areas and replacement and recompaction until acceptable fill is
provided.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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B. Replacement of Unacceptable Excavated Materials: In cases where over-excavation
for the replacement of unacceptable soil materials is required, the excavation shall be
backfilled to the required subgrade with select backfill material and thoroughly
compacted as specified in Paragraph 3.7., above. Sides of the excavation shall be
sloped in accordance with the maximum inclinations specified for each structure
location.
C. Perform backfill around structures using the specified procedures, except that within
ten feet of foundations and underground structures, light compaction equipment shall
be used, with the gross weight of the equipment not exceeding 7,000 lbs. Provide
equipment that is capable of the required compaction within restricted areas next to
structures and around piping.
3.8 GRADING
A. General: Uniformly grade areas within limits of grading shown on the Drawings or
specified, including adjacent transition areas. Smooth subgrade surface within
specified tolerances, compact with uniform levels or slopes between points where
elevations are shown on the Drawings, or between such points and existing grades.
B. Walks: Shape surface of areas under walks to line, grade and cross-section, with
finish surface not more than 1-inch above or below the required subgrade elevation.
C. Pavements: Shape surface of areas under pavements to line, grade and cross-section,
with finish surface not more than 1/2-inch above or below the required subgrade
elevation.
D. Slabs: Grade smooth and even, free of voids, compacted as specified, and to required
elevation. Provide final grades within a tolerance of 1/2-inch when tested with a 10-
foot straightedge.
E. Compaction: After grading, compact subgrade surfaces to the depth and percentage
of maximum density required.
3.9 PAVEMENT SUBBASE COURSE
A. Grade Control: During construction, maintain lines and grades including crown and
cross-slope of subbase course.
B. Shoulders: Place shoulders along edges of subbase course to prevent lateral
movement. Construct shoulders of acceptable soil materials, placed in such quantity
to compact to thickness of each subbase course layer. Compact and roll at least a
12-inch width of shoulder simultaneously with compacting and rolling of each layer
of subbase course.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
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C. Placing: Place subbase course material on prepared subgrade in layers of uniform
thickness, conforming to indicated cross-section and thickness. Maintain optimum
moisture content for compacting subbase material during placement operations.
1.
When a compacted subbase course is shown on the Drawings to be 6-inches
thick or less, place material in a single layer. When shown on the Drawings to
be more than 6-inches thick, place material in equal layers, except no single
layer more than 6-inches or less than 3-inches in thickness when compacted.
3.10 DISPOSAL OF EXCAVATED MATERIALS
A. Material removed from the excavations which does not conform to the requirements
for fill or is in excess of that required for backfill shall be hauled away by
CONTRACTOR and disposed of in compliance with municipal, county, state, federal
or other applicable regulations at no additional cost to OWNER.
3.11 RESTORING AND RESURFACING EXISTING ROADWAYS AND
FACILITIES
A. Place 1-1/2-inches of temporary bituminous pavement immediately after backfilling
trenches in paved roadways. Maintain the surface of the paved area over the trench
in good and safe condition during progress of the entire Work, and promptly fill all
depressions over and adjacent to the trench caused by settlement of backfill.
Immediately prior to constructing the permanent paving and base, remove and
dispose of temporary pavement. Permanent replacement pavement shall be equal to
that of the existing roadways unless otherwise shown on the Drawings or specified.
B. Pavement, gutters, curbs, walks, driveways and roadways disturbed or damaged by
CONTRACTOR'S operations, except areas designated "New Pavement" or
"Proposed Pavement", shall be restored or replaced at CONTRACTOR’S expense to
as good condition as they were previous to the commencement of the Work and in
accordance with applicable local and state highway specifications.
3.12 WORK AFFECTING EXISTING PIPING
A. Location of Existing Piping:
1.
Locations of existing piping shown on the Drawings should be considered
approximate.
2.
Determine the true location of existing piping to which connections are to be
made, and location of other facilities which could be disturbed during earthwork
operations, or which may be affected by CONTRACTOR'S Work already
installed.
3.
Conform to applicable requirements of Division 1, General Requirements,
pertaining to cutting and patching, and connections to existing facilities.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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4.
CONTRACTOR shall pothole all utility crossings as shown per the contract
drawings for all new utilities, i.e., electrical conduits, piping, instrumentation
conduits, irrigation, etc, crossing existing utilities prior to construction.
CONTRACTOR shall provide as-builts showing elevations and northing and
eastings of all crossings.
B. Taking Existing Pipelines Out of Service:
1.
Do not take pipelines out of service unless specifically listed below, or approved
by ENGINEER.
C. Work on Existing Pipelines:
1.
Cut or tap pipes as shown on the Drawings or required with machines
specifically designed for this Work. All taps shall be made at the spring line
except for air release taps. Taps to buried piping 16-inches in diameter and
larger shall be protected by an access vault to the surface or shall be 4-inches
larger, with a shut off ball valve and a riser to the surface. Taps made to pipe
smaller than 16-inches may be 2-inch taps. Taps shall not be located under slabs.
2.
Install temporary plugs to prevent entry of mud, dirt, water and debris.
3.
Provide all necessary adapters, fittings, pipe and appurtenances required to
complete the Work. Provide all necessary adapters, fittings, pipe and
appurtenances required to complete the Work.
4.
Existing pipelines which are cut and abandoned shall be adequately capped or
filled with grout.
3.13 TESTING OF PIPING
A. General:
1.
Test all piping, except as otherwise authorized by ENGINEER.
2.
Notify ENGINEER and local authorities having jurisdiction at least 48 hours in
advance of testing if their presence is required.
3.
Conduct all tests in the presence of the ENGINEER.
4.
Remove or protect any pipeline-mounted devices which may be damaged by the
test pressure.
5.
Provide all apparatus and services required for testing, including but not limited
to, the following:
a.
Test pumps, bypass pumps, hoses, calibrated gauges, meters, test
containers, valves and fittings.
b.
Temporary bulkheads, bracing, blocking and thrust restraints.
6.
Provide air if an air test is required and power if pumping is required.
7.
Unless otherwise specified, OWNER will provide fluid required for testing.
8.
Repair and retest pipelines that fail to hold specified test pressure or which
exceed the allowable leakage rate.
9.
Unless otherwise noted, pipelines shall hold specified test pressure for two
hours.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
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10. Unless otherwise specified, test pressures required are at the lowest elevation of
the pipeline section being tested.
B. Schedule of Pipeline Tests:
1.
Refer to Section 15050, Piping Systems, for the type of test required and the
required hydrostatic test pressure.
2.
Unless otherwise specified, the required hydrostatic test pressures are at the
lowest elevation of the pipeline.
3.
For piping not listed in Section 15050, Piping Systems:
a.
Hydrostatically test pipe that will be operating at a pressure greater than
five psig.
b.
Use exfiltration testing or low-pressure air testing for all other piping.
4.
Hydrostatic Test Pressure:
a.
Use test pressures listed in Section 15050, Piping Systems.
b.
If a test pressure is not listed in Section 15050, Piping Systems, or if a
hydrostatic test is required for piping not listed in Section 15050, Piping
Systems, the test pressure will be determined by the ENGINEER based on
the maximum anticipated sustained operating pressure and the methods
described in the AWWA Manual or Standard which applies to the piping
system.
5.
CONTRACTOR shall provide a test plan 14 days prior to performing the
hydrostatic pressure tests on the pipe lines.
C. Required Tests for Gravity Sewer:
1.
Elect to test piping, using either air or water test procedures. Notify
ENGINEER, in writing, in advance of all testing, which method he plans to
utilize and must follow through with the same method on all pipeline testing.
a.
Gravity sewers shall be tested with either air or water testing; however,
storm drains may only be water tested.
b.
Tests shall be performed after backfilling is completed, but shall be
performed before final cleanup and acceptance of Work.
c.
Tests shall be performed prior to final acceptance.
1) Test all piping for leakage by means of the tests described below.
2) Test to be performed between adjacent manholes or as approved by the
ENGINEER.
d.
Prior to making tests, submit details of his testing procedures, with a
description of methods and equipment CONTRACTOR proposes to use, to
the ENGINEER for approval. Furnish all necessary labor, equipment,
water, watertight bulkheads, rodding machine, generator, pumps and all
else necessary to carry out the required tests.
2.
Air Test:
a.
Wet and thoroughly clean the inside of the pipe before test is performed.
b.
Insert test plugs in ends of pipe to be tested.
c.
Securely brace test plugs.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
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d.
Measure and record groundwater height above the pipe invert. All gage
pressures in the test shall be increased by the amount of the back pressure
due to groundwater submergence.
e.
Slowly fill the pipe with air to a pressure of four psig. Maintain pressure
between 4 and 3.5 psig for at least two minutes for temperature
stabilization.
f.
Check all plugs for tightness.
g.
With a pressure of approximately four psig in pipe, disconnect air supply.
h.
Allow pressure to decrease to 3.5 psig.
i.
When the pressure reaches 3.5 psig, record the time required to decrease to
2.5 psig using a stopwatch.
j.
The line is considered acceptable if the time for the pressure to decrease
from 3.5 psig to 2.5 psig is not less than the amount shown on the
following table for the respective pipe diameters.
Minimum Acceptance Times
Pipe Diameter (Inches)
Time, min/100 ft
48
8.5 min.
66
12.1 min.
k.
If the leakage in the section tested exceeds the specified amount, make the
necessary repairs or replacements required to reduce the leakage to within
the specified limits and the test shall be repeated until the leakage
requirement is met.
l.
No one shall be allowed in the manhole during air testing.
3.
Water Test:
a.
When water test is performed the sewer pipe test section shall be filled with
water and allowed to stand for 24 hours. The water shall then be
replenished and the test performed.
b.
Insert test plugs and securely brace.
c.
Fill the pipe and manhole with water to provide a positive differential head
on the top of the pipe at the highest point of the pipeline under test of at
least the test pressure specified in Section 15050, Piping Systems.
d.
The amount of water added to maintain this head shall be the leakage.
e.
Test for a period of at least four hours.
f.
Total leakage of any section tested shall not exceed the following rates:
1) Gravity Sewer: 0.5 gallons per hour per 100 feet of pipe per inch
diameter of pipe.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
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g.
If the leakage in the section tested exceeds the specified amount, make the
necessary repairs or replacements required to reduce the leakage to within
the specified limits and the test shall be repeated until the leakage
requirements is met.
h.
On steep grades it may be necessary to place plugs in the pipe between
manholes to avoid excessive pressures in the pipe.
4.
Visual Inspection:
a.
Prior to final acceptance, a visual inspection by ENGINEER of all
appurtenant structures, (e.g., manholes, chambers, etc.), shall be required.
Any visual leaks, regardless of their magnitude shall be repaired by
CONTRACTOR.
5.
Watertight Sewers:
a.
It is imperative that all sewers and appurtenant structures be constructed as
watertight as practicable. Adhere rigidly to all requirements of the Contract
Documents and follow all directions of the ENGINEER to secure a
watertight sewer. If, during the Work or after its completion, any leaks are
discovered, they shall be repaired in a satisfactory manner at the expense of
CONTRACTOR even though the pipe and appurtenant structures may have
already successfully passed the leakage tests.
D. Sanitary Sewer Manhole Testing:
1.
Manholes shall be tested for water tightness per MAG Standard Specification
Section 611.
E. Vertical Deflection Test for Thermoplastic Pipe:
1.
The vertical deflection test shall be conducted after the final backfill has been in
place at least 30 days.
2.
Manually pull a pin-type vertical gauge mounted on a sled through the pipe.
Gauge shall be set so that if vertical deflection of pipe exceeds five percent, it
will stop. Excavate and reinstall all such piping. Gauge shall be as
manufactured by Quality Test Products, or equal.
3.14 DISPOSAL OF WATER
A. Provide suitable means for disposal of test and flushing water so that no damage
results to facilities or waterways.
B. Means of disposal of test and flushing water shall be subject to the approval of
ENGINEER, local governing authorities and regulatory agencies.
C. Responsibility belongs to CONTRACTOR for any damage caused by water disposal
operations.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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15051-28
May 2025
3.15 CLEANING
A. Cleaning:
1.
Thoroughly clean all piping and flush in a manner approved by ENGINEER,
prior to placing in service.
2.
Piping 24-inches in diameter and larger shall be inspected from inside and all
debris, dirt and foreign matter removed.
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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SECTION 15106
THERMOPLASTIC PIPE
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, specified and required to furnish and install and place in satisfactory
service polyvinyl chloride (PVC) piping, fitting and specials.
2.
The extent of piping is shown on the Drawings and Section 15050, Piping
Systems.
B. Coordination:
1.
Review installation procedures under other Sections and coordinate with the
Work that is related to this Section.
1.2 QUALITY ASSURANCE
A. Manufacturer's Qualifications:
1.
Manufacturers of thermoplastic pipe and fittings shall have a minimum of five
years of experience producing thermoplastic pipe and fittings, and shall be able
to show evidence of at least five installations in satisfactory operation.
B. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified.
1.
ASTM D 1598, Test Method for Time-to-Failure of Plastic Pipe Under Constant
Internal Pressure.
2.
ASTM D 1599, Test Method for Short-Time Hydraulic Failure Pressure of
Plastic Pipe, Tubing and Fittings.
3.
ASTM D 1784, Specification for Rigid Poly (Vinyl Chloride) (PVC) Com-
pounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
4.
ASTM D 2122, Test Method for Determining Dimensions of Thermoplastic
Pipe and Fittings.
5.
ASTM D 2774, Practice for Underground Installation of Thermoplastic Pressure
Piping.
6.
ASTM D 2846, Specification for Chlorinated Poly (Vinyl Chloride) (CPVC)
Plastic Hot- and Cold-Water Distribution Systems.
7.
ASTM D 3034, Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer
Pipe and Fittings.
8.
ASTM D 3139 Standard Specification for Joints for Plastic Pressure Pipes Using
Flexible Elastomeric Seals
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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15106-2
May 2025
9.
ASTM F 437, Specification for Threaded Chlorinated Poly (Vinyl Chloride)
(CPVC) Plastic Pipe Fittings, Schedule 80.
10. ASTM F 439, Specification for Chlorinated Poly (Vinyl Chloride) (CPVC)
Plastic Pipe Fittings, Schedule 80.
11. ASTM F 441, Specification for Chlorinated Poly (Vinyl Chloride) (CPVC)
Plastic Pipe, Schedules 40 and 80.
12. ASTM F 477, Specification for Elastomeric Seals (Gaskets) for Joining Plastic
Pipe.
13. ASTM F 493, Specification for Solvent Cements for Chlorinated Poly (Vinyl
Chloride) (CPVC) Plastic Pipe and Fittings.
14. ASTM F 1417, Standard Practice for Installation Acceptance of Plastic Non-
pressure Sewer Lines Using Low-Pressure Air
15. Standard No. 14, National Sanitation Foundation.
16. American National Standards Institute.
C. Shop Tests:
1.
Piping manufacturer shall maintain a continuous quality control program. All
PVC plastic molding materials used to manufacture pipe and fittings under this
Section shall be tested for conformance to the requirements of ASTM D 3034.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Detailed procedures to be used in jointing and installing piping system including
manufacturer's recommendations.
2.
Interfacing of piping system to equipment and appurtenances.
3.
Detail requirements for burial, supports, anchors, guides, expansion joints, and
all accessories required for a satisfactory piping system.
4.
Bill of materials, indicating material composition of pipe, fittings and solvent,
pressure rating, nominal size and its location on the piping installation drawings.
5.
Certifications letter from pipe manufacturer confirming that the materials to be
used are suitable for the intended service.
6.
Comply with the requirements of Section 01332, Shop Drawing Procedures.
7.
CONTRACTOR shall submit an electronic copy per Specification Section
01332, Shop Drawing Procedures.
8.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with each
paragraph check-marked to indicate specification compliance or marked to
indicate requested deviations from specification requirements. Check marks ()
shall denote full compliance with a paragraph as a whole. If deviations from the
specifications are indicated, and therefore requested by the CONTRACTOR,
each deviation shall be underlined and denoted by a number in the margin to the
right of the identified paragraph, referenced to a detailed written explanation of
the reasons for requesting the deviation. The ENGINEER shall be the final
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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15106-3
May 2025
authority for determining acceptability of requested deviations. The remaining
portions of the paragraph not underlined will signify compliance on the part of
the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be
sufficient cause for rejection of the entire submittal with no further
consideration.
B. Certificates: Submit certificates of compliance with referenced standards.
1.4 PRODUCT DELIVERY, HANDLING AND STORAGE
A. Delivery: All necessary precautions shall be taken to prevent damage to pipe fittings
and other materials during shipment and delivery. All materials shall be securely
fastened to truck or rail car to prevent movement or damage during shipment. All
materials shall be inspected by CONTRACTOR, upon delivery to the site.
B. Handling: All pipe materials shall be handled to prevent damage. Pipe and fittings
shall not be dropped, rolled, or pushed off from any height on delivery, storage or
installation.
C. Storage: All pipe materials shall be stored off the ground. Pipe ends shall be secured
by caps or plugs. Do not store pipe or fittings in sunlight. Pipe shall be stored to
prevent sagging or bending. Store off the ground, under cover, and in a dry location.
PART 2 - PRODUCTS
2.1 MATERIALS
A. PVC Pipe:
1.
PVC pipe shall be SDR 26, conforming to ASTM D 3034.
2.
Pipe Compound shall conform to ASTM D1784 Cell Class 12454/12364,
gaskets shall conform to ASTM F477, and integral bell joints shall conform to
ASTM D3212.
2.2 DETAILED REQUIREMENTS
A. Workmanship: The pipe shall be homogeneous throughout and free from visible
cracks, holes, foreign inclusions or other defects. The pipe shall be uniform in color,
opacity, density, and other physical properties.
B. Dimensions and Tolerances: Dimensions and tolerances shall be measured in
accordance with ASTM D 2122. The eccentricity of the inside and outside
circumferences of the pipe walls shall not exceed 12 percent.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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C. Sustained Pressure: The pipe shall not fail, balloon, burst, or weep as defined in
ASTM D 1598.
D. Burst Pressure: The minimum burst pressure shall be determined in accordance with
ASTM D 1599.
E. Meets or exceeds ASTM D3219 for joint tightness, including a 22-inch Hg vacuum
and a 25-foot head pressure test. When testing/ qualifying the line, low pressure air
testing is acceptable in accordance with ASTM F1417.
F. Marking: Marking on the pipe shall include the following, spaced at intervals of not
more than five feet.
1.
Pipe nominal size.
2.
Pipe schedule.
3.
Specification of plastic material.
4.
Type and grade of plastic.
5.
Date and place of manufacture.
G. Piping and fittings shall be manufactured with a minimum of two percent of titanium
oxide for ultraviolet protection.
2.3 ADAPTERS
A. Where required to join piping of different materials, provide the required adapters, as
recommended by the thermoplastic pipe manufacturer.
PART 3 - EXECUTION
3.1 INSTALLATION
A. General:
1.
Refer to Section 15050, Piping Systems, Section 15051, Buried Piping
Installation for piping installation, testing, cleaning and acceptance.
2.
Request instructions from ENGINEER before proceeding if there is a conflict
between Contract Documents and manufacturer's recommendations.
3.
Pipe, fittings and accessories that are cracked, damaged, not identified or in poor
condition will be rejected.
+ + END OF SECTION + +
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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15108.1-1
May 2025
SECTION 15108.1
CENTRIFUGALLY CAST, FIBERGLASS-REINFORCED
POLYMER MORTAR PIPE
PART 1 - GENERAL
1.1 DESCRIPTION
A. Scope:
1.
Provide all labor, materials, equipment and incidentals as shown on the
Drawings, as specified and as required to furnish and install centrifugally cast,
fiberglass-reinforced polymer mortar piping.
2.
The extent of centrifugally cast fiberglass-reinforced polymer mortar pipe to
be furnished is shown on the Drawings.
1.2 QUALITY ASSURANCE
A. Manufacturer's Qualifications:
1.
Manufacturers of centrifugally cast, fiberglass-reinforced polymer mortar pipe
and fittings shall have a minimum of five years’ experience of producing
centrifugally cast, fiberglass-reinforced polymer mortar pipe and fittings, and
shall be able to show evidence of at least five installations in satisfactory
operation.
B. Reference Standards: Comply with applicable provisions and recommendations of
the following, except as otherwise shown or specified.
1.
ASTM D 2412, Test Method for Determination of External Loading
Character-istics of Plastic Pipe by Parallel-Plate Loading.
2.
ASTM D 3262, Specification for "Fiberglass" (Glass-Fiber-Reinforced
Thermo-setting-Resin) Sewer Pipe.
3.
ASTM D 3681, Test Method for Chemical Resistance of "Fiberglass" (Glass-
Fiber-Reinforced Thermosetting-Resin Pipe) in a Deflected Condition.
4.
ASTM D 4161, Specification for "Fiberglass" (Glass-Fiber-Reinforced
Thermo-setting-Resin) Pipe Joints Using Flexible Elastomeric Seals.
C. Shop Tests:
1.
Manufacturer shall maintain a continuous quality control program and shall
furnish the ENGINEER with certified test reports.
2.
Tests shall be witnessed by a Registered Professional Engineer or a member
of ASTM, who may be an employee of the manufacturer. The Registered
Professional Engineer shall seal and sign all test reports.
3.
Cut a three-foot section from each size pipe furnished, and perform the
following tests using methods recommended by the ASTM:
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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15108.1-2
May 2025
a.
ASTM D 2412, Test Method for Determination of External Loading
Characteristics of Plastic Pipe by Parallel-Plate Loading.
b.
ASTM D 3262, Specification for "Fiberglass" (Glass-Fiber-Reinforced
Thermosetting-Resin) Sewer Pipe.
c.
ASTM D 3681, Test Method for Chemical Resistance of "Fiberglass"
(Glass-Fiber-Reinforced Thermosetting-Resin) Pipe in a Deflected
Condition.
1.3 SUBMITTALS
A. Shop Drawings: Submit for approval the following:
1.
Details of construction, fabrication, and specifications for pipe laminate
construction.
2.
Details of piping system including: Location of supports, fittings, anchors, and
all accessories necessary for piping system.
3.
Pipe laying schedules.
a.
Submit these with Shop Drawings required under Section 15051, Buried
Piping Installation.
4.
A copy of this specification section, with addendum updates included, and all
referenced and applicable sections, with addendum updates included, with
each paragraph check-marked to indicate specification compliance or marked
to indicate requested deviations from specification requirements. Check marks
() shall denote full compliance with a paragraph as a whole. If deviations
from the specifications are indicated, and therefore requested by the
CONTRACTOR, each deviation shall be underlined and denoted by a number
in the margin to the right of the identified paragraph, referenced to a detailed
written explanation of the reasons for requesting the deviation. The
ENGINEER shall be the final authority for determining acceptability of
requested deviations. The CONTRACTOR shall furnish equipment and/or
services as specified if an exception and/or deviation is rejected. The remaining
portions of the paragraph not underlined will signify compliance on the part of
the CONTRACTOR with the specifications. Failure to include a copy of the
marked-up specification sections, along with justification(s) for any requested
deviations to the specification requirements, with the submittal shall be
sufficient cause for rejection of the entire submittal with no further
consideration. The CONTRACTOR shall submit the preventive maintenance
information package as part of the shop drawing submittal package to the
ENGINEER for review and approval.
B. Test Reports: Submit reports for any tests required above with test specimens.
C. Certificates: Submit certificates of compliance with referenced standards.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
24-026
15108.1-3
May 2025
1.4 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Refer to Sections 15051, Buried Piping Installation.
PART 2 - PRODUCTS
2.1 SERVICE CONDITIONS
A. Centrifugally cast, fiberglass-reinforced polymer mortar piping system shall be
specifically designed, constructed, and installed for the service intended and shall
comply with the following service conditions.
B. Service Conditions:
Location:
New Gravity Sewer
Pipes
(Open Cut)
New Gravity Sewer Pipe
inside 86” Dia. (Outside
Dia.) Steel Casing
(Casing Carrier)
Nominal Pipe Size (in):
66
66
Joint Type
FWC Coupling
Flush Reline
Pipe Pressure Class (psi):
25
25
Pipe Stiffness (psi):
46
71
Min. Wall Thickness (in):
1.27
1.45
Nominal Pipe Length (ft.):
20
20
Fluid Temperature (°F max):
100
100
Fluid Flow Max. (MGD):
28
28
Fluid Chemical Composition
Raw Wastewater
Raw Wastewater
2.2 MATERIALS
A. Resin Systems: The manufacturer shall use only polyester resin systems.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
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B. Glass Reinforcements: The reinforcing glass fibers used to manufacture the
components shall be of the highest quality commercial grade E-glass filaments with
binder and sizing compatible with impregnating resins.
C. Silica Sand: Sand shall be minimum 98 percent silica with a maximum moisture
content of 0.2 percent.
D. Additives: Resin additives, such as curing agents, pigments, dyes, fillers,
thixotropic agents, etc., when used, shall not detrimentally affect the performance
of the product.
E. Elastomeric Gaskets: Gasket shall be a full face EPDM gasket with double fin on
each side of center register. Overall coupling width and sealing surface shall be:
10” wide for pipe sizes 24” thru 54” in diameter and 11.5” wide for pipe sizes 57”
thru 78” in diameter. Gaskets shall be supplied by qualified gasket manufacturers
and be suitable for the service intended.
2.3 DETAILS OF CONSTRUCTION
A. Pipes: Manufacture pipe by the centrifugal casting process only, so it will result in
a dense, non-porous, corrosion-resistant, consistent composite structure. Non-
reinforced, unlined or statically cast polymer products are not acceptable. Pipes
made with filament-winding construction either by continuous mandrel winding or
reciprocating winding process are not allowed. The pipe shall meet the ASTM
D3262 Standard Specification CELL LIMITS Type1, Liner 2, Grade 3 and Pipe
Stiffness Class C or higher. The manufacturer of pipe materials must demonstrate
a 5-year recent history of successful installations with over 2.5 million lineal feet
in the United States for sanitary sewer service.
B. Joints: Unless otherwise specified, the pipe shall be field connected with fiberglass
sleeve couplings that utilize built-in double fin integral elastomeric seal gasket
made of EPDM rubber compound, which must be mechanically locked to FRP
backing, as the sole means to maintain joint water tightness. The joints must meet
the performance requirements of ASTM D4161, and be leak free after field testing.
C. Corrosion Liner: CCFRPM pipe liner shall be a non-reinforced layer of nominal
0.040 inches (40 mil) and maximum 0.100 inches (100 mil) flexibilized polyester
resin as an integral part of pipe wall construction. No fiberglass material in the form
of glass fabric, filament winding or otherwise shall be present in the liner layer
D. Fittings: Flanges, elbows, reducers, tees, wyes, laterals and other fittings shall be
capable of withstanding all operating conditions when installed. They may be
contact molded or manufactured from mitered sections of pipe joined by glass-
fiber-reinforced overlays. Properly protected standard ductile iron, fusion-bonded
epoxy-coated steel and stainless steel fittings may also be used.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
Agency Review
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15108.1-5
May 2025
E. Diameters: The actual outside diameter of the pipes shall be in accordance with
ASTM D 3262.
F. Lengths: Pipe shall be supplied in nominal lengths of 20 feet. Actual laying length
shall be nominal +1, -4 inches. At least 90% of the total footage of each size and
class of pipe, excluding special order lengths, shall be furnished in nominal length
sections
G. Wall thickness: The minimum wall thickness shall be the stated design thickness.
H. End Squareness: Pipe ends shall be square to the pipe axis with a maximum
tolerance of 1/8-inch.
I.
Product and Manufacturer: Provide one of the following:
1.
Hobas Pipe USA, Inc.
2.
Or equal.
2.4 MAINTENANCE TOOLS AND SPARE MATERIALS
A. If required, furnish and deliver the following tools and maintenance materials
carefully boxed or packaged and plainly marked for recording:
1.
Names and addresses of all manufacturers of fiberglass reinforcements, resins,
hardeners and components used to repair and maintain centrifugally cast,
fiberglass-reinforced polymer mortar piping system.
2.
Contact Hobas Pipe USA Field Service department for review and inspection
as required prior to ordering field repair materials.
B. Store and safeguard tools and materials until completion of the Work, at which time
they shall be inventoried, delivered and placed in an area designated by OWNER.
2.5 MARKING FOR IDENTIFICATION
A. All pipe line materials shall be permanently marked with the following:
1.
Name or trademark of manufacturer.
2.
Pipe class and specification designation.
3.
Size and length dimensions.
4.
Date and place of manufacture.
PART 3 - EXECUTION
3.1 INSTALLATION
A. For buried piping installation, refer to Section 15051, Buried Piping Installation.
CITY OF CHANDLER: Public Works and Utilities Department
PROJECT NAME:
Loop 101 and 202 Freeway 66-inch Redundant Sewer Project
PROJECT NUMBER:
WW2402.401
Wilson Engineers
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15108.1-6
May 2025
B. Pipe Handling: Use textile slings, other suitable materials or a forklift. Use of
chains or cables is not recommended.
C. Jointing:
1.
Clean ends of pipe and coupling components.
2.
Apply joint lubricant to pipe ends and elastomeric seals of coupling. Use only
lubricants approved by the pipe manufacturer.
3.
Use suitable equipment and end protection to push or pull the pipes together.
4.
Do not exceed forces recommended by the manufacturer for coupling pipe.
5.
Join pipes in straight alignment then deflect to required angle. Do not allow
the
deflection angle to exceed the deflection permitted by the
manufacturer.
D. For pipe testing, refer to Section 15050, Piping Systems.
3.2 LEAKAGE TESTS
A. For buried piping leakage tests, refer to Section 15051, Buried Piping Installation.
B. Low Pressure Air Test: Each reach may be tested with air pressure (max 5 psi).
The system passes the test if the pressure drop due to leakage through the pipe or
pipe joints is less than or equal to the specified amount over the prescribed time
period.
C. Individual Joint Testing: For pipes large enough to enter, individual joints may be
pressure tested with a portable tester to 5 psi max. with air or water in lieu of line
infiltration, exfiltration or air testing.
D. Deflection: Maximum allowable long-term deflection is normally 5% of the initial
diameter.
+ + END OF SECTION + +
EXHIBIT D
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page D-1
Project No.: WW2402.401
Rev. 1/16/2024
ACCEPTED GMP/PRICE PROPOSAL
ROC089744 | BFCONTRACTING.COM | 11011 North 23rd Avenue | Phoenix, AZ 85029
P: 623.582.1170 | F: 623.582.3761
INDEX OF EXHIBITS
LOOP 101 AND 202 FREEWAY
66-INCH REDUNDANT SEWER PROJECT
COC Project No.: WW2402.401
Guaranteed Maximum Price
Table of Contents
• Exhibit D1: Scope of Work
• Exhibit D2: GMP Coversheet
• Exhibit D3: Schedule of Values
• Exhibit D4: List of GMP Documents
• Exhibit D5: GMP CPM Schedule
• Exhibit D6: Cashflow Chart
• Exhibit D7: Risk Register
• Exhibit D8: Supplemental Reports
• Exhibit D9: Vendor Quotes & Backup
EXHIBIT D1: SCOPE OF WORK
LOOP 101 AND 202 FREEWAY
66-INCH REDUNDANT SEWER PROJECT
COC Project No.: WW2402.401
Guaranteed Maximum Price
PROJECT OVERVIEW
The project includes installing a redundant 66” diameter gravity sewer line that crosses the Loop
202 Santan Freeway. The new 66” diameter gravity sewer line installations consist of approximately 776
linear feet of open cut installation, 639 linear feet of trenchless 66-inch sewer line installation within an 88-
inch steel casing that crosses the Loop 202, 4 new junction structures, and 4 each new 60” polymer concrete
manholes with 96” precast bases. The new gravity sewer system also includes installing 203 linear feet of
48” PVC SDR-26 sewer line, removing sections of existing 48” sewer lines for construction of the new
system, and abandonment of those existing 48” sewer lines and corresponding structures. In addition, this
project includes rehabilitating existing 30”, 48”, and 66” diameter sewer lines, which includes installation
of cured-in-place pipe liners and polymer concrete manhole inserts.
SCOPE OF WORK
Below chart demonstrates the direct activities of the project to complete the work.
1
Mobilization And Demobilization
1 LS
2
SWPPP
15 MO
3
Install Pipe Plug Per MAG Standard Detail 427
8 EACH
4
Remove Existing 48" Sanitary Sewer As Needed For
Construction Of New 66" (HOBAS) Pipe
63 LF
5
Grout Fill Existing 48" Sanitary Sewer To Extents Shown
387 LF
6
Abandon Existing 108" Dia Manhole 756009379
1 EACH
7
Abandon Existing Junction Structure No. 2
1 EACH
8
Furnish And Install 48" Sanitary Sewer (PVC SDR-26)
203 LF
9
Remove Existing Plug And Connect To Existing 66" Stub Out
1 EACH
10
Furnish & Install 66" Sanitary Sewer (Hobas FWC Coupling
Joint)
776 LF
11
Remove Existing 66" Sanitary Sewer And Replace With 66"
Hobas (FWC Coupling Joint Type)
110 LF
12
Furnish And Install 60" Polymer Concrete Sewer Manhole
With 96" Precast Base
3 EACH
13
Remove Existing Manhole 756004803 And Replace With 60"
Polymer Concrete Sewer Manhole With 96" Precast Base
(MH No. 4)
1 EACH
14
Furnish & Install 66" Sanitary Sewer (Hobas Flush Reline
Joint) Inside 86" Steel Casing
639 LF
15
Remove Existing 48" Sanitary Sewer Prior To Steel Casing
2 EACH
16
Furnish & Install New Junction Structure B
1 EACH
17
Furnish & Install New Junction Structure C
1 EACH
18
Furnish & Install Junction Structure D (60" Polymer Concrete
Manhole With 84" Base)
1 EACH
19
Furnish & Install New Junction Structure E
1 EACH
20
Install 60" Polymer Concrete Manhole Insert And 30"
Diameter Composite Frame/Cover (Inserts)
8 EACH
21
Install 60" Polymer Concrete Manhole And 30" Diameter
Composite Frame/Cover (Tee-Style)
1 EACH
22
Install 48" Polymer Concrete Manhole And 30" Diameter
Composite Frame/Cover (Tee Style)
4 EACH
23
Existing Junction Structure No. 1 (New 60" Polymer MH
Stackout & Abandonment Of South MH)
1 EACH
24
Clean Existing 30" Sanitary Sewer
938 LF
25
Clean Existing 48" Sanitary Sewer
1,997 LF
26
Clean Existing 66" Sanitary Sewer
652 LF
27
Pipe Man Entry Cleaning & Detached Liner Removal
2,669 LF
28
Install 30" CIPP Liner
938 LF
29
Install 48" CIPP Liner
2,019 LF
30
Install 66" CIPP Liner
652 LF
31
48" East Bypass Pump Setup & Teardown
1 EACH
32
48" East Bypass Pump Operation
289 DY
33
Furnish & Install 84" Polymer Concrete Sewer Manhole On
CIP Base
1 EACH
34
48" West Bypass Pump Setup & Teardown
1 EACH
35
48" West Bypass Pump Operation
122 DY
36
General Conditions
15 MO
BID ITEM INCLUSIONS:
1. Mobilization/Demobilization
a. Includes a onetime round trip for personnel, equipment, and supplies. Project
delays caused by Owner that result in demobilization of personnel and/or
equipment are not included, and any additional costs incurred are a change in
scope.
b. Monthly internet fees and connex box rental.
c. Yard maintenance and clean-up crew.
d. Water meters for construction water.
e. 4 each project signs.
f. Jack and bore subcontractor mobilization and demobilization. Project delays
that result in demobilization of personnel and/or equipment are not included,
and any additional costs incurred are a change in scope.
g. 1 each CIPP subcontractor mobilization.
h. Material delivery/freight for stop logs, 66” Hobas Pipe, and Armorock manholes
and inserts.
i. Crew costs for unloading and stringing new 48” and 66” sewerline pipe.
j. Crew and crane costs for offloading Armorock structures, staging material in
yard, handling material, and transporting material to on-site location.
k. Large excavator transport costs for mobilizing, on-site equipment moves from
one site location to another, and demobilizing from the site.
2. SWPPP
a. B&F utilizes a third-party service to provide the SWPPP project book and complete
the inspections and record keeping. This cost is included in this item.
b. BMP materials to protect drainage inlets from storm water runoff.
c. Street sweeping for 168 hours which will be expected at 12 hours per month during
construction.
d. NOI and Dust Control Permit
e. Labor and equipment to perform setup of SWPPP and routine
maintenance of the site cleaning and repairing and replacing BMPs
weekly as needed.
3. Install Pipe Plug Per MAG Standard Detail 427
a. Includes all labor, equipment, and shoring to install 8 each pipe plugs on to-be
abandoned existing pipe sections called out on Sheet No. D-1.0 Note 3 (Plug Pipe
Per MAG Standard Detail 427) and Note 4 (Plug Existing 48” Dia. Pipe From Within
MH 7560009379 Per MAG Standard Detail 427 to Avoid Removal of ADOT Irrigation
Ditch).
b. Includes materials for brick and mortar pipe plugs per MAG Standard Detail 427.
4. Remove Existing 48" Sanitary Sewer As Needed For Construction Of New 66" Sewer
a. Labor, equipment, and shoring to cut and remove existing 48” sanitary sewer
between existing manholes 756004803 and 756007413.
b. Trucking costs for hauling off and disposing of spoils and existing pipe to be
removed.
c. Subcontractor costs for cutting pipe ends prior to removing pipe.
5. Grout Fill Existing 48" Sanitary Sewer
a. Scope includes grout filling the existing 48-inch sewerline to-be abandoned, which
is called out on Sheet D-1.0
b. Labor, equipment, and shoring to assemble pipe plugs with grout connection and
connect grout pump.
c. Grout pump and labor to fill each pipe to be abandoned with grout.
d. Grout or CLSM material to fill existing pips with.
6. Abandon Existing 108" Dia. Manhole 756009379
a. Labor and equipment to abandon existing Manhole 756009379 in place.
b. Material and crew costs for filling manhole with ½ sack ABC slurry in lifts.
7. Abandon Existing Junction Structure No. 2
a. Labor and equipment to abandon existing junction structure no. 2 by removing the
manhole lids, concrete rings, and riser and grout filling.
b. Includes trucking and disposals costs for removing lids, concrete rings, and riser.
c. ½ Sack ABC slurry for filling existing junction structure no. 2.
8. Furnish & Install 48" Sanitary Sewer (PVC SDR-26)
a. Labor, equipment, and shoring for excavating, installing, and backfilling new 48”
sewerline per Project Drawings.
b. Trucking and dump fees for haul-off and disposal of spoils.
c. Sewerline testing.
d. Compacted MAG Spec ABC for pipe bedding.
e. ½ Sack ABC Slurry backfill from top of bedding to 12” above top of pipe.
f. MAG spec ABC backfill from 12” above top of pipe to 1 foot below finished grade.
g. Material purchase for 48” PVC SDR-26 sewerline pipe.
9. Remove Existing Plug And Connect To Existing 66" Stub Out
a. Labor, equipment, and shoring to excavate, expose, and remove pipe plug from
existing 66” sewer stub-out.
b. Trucking and dump fees for spoil materials.
c. Hydro excavation crew time for soft digging around existing sewer stub-out.
10. Furnish & Install 66" Sanitary Sewer (Hobas FWC Coupling Joint)
a. Labor, equipment, and shoring for excavating, installing, and backfilling new 66”
Hobas sewerline per Project Drawings.
b. Trucking and dump fees for haul-off and disposal of spoils.
c. Sewerline testing.
d. MAG Spec ABC for pipe bedding
e. ½ Sack ABC Slurry backfill from top of bedding to 12” above top of pipe.
f. MAG spec ABC backfill from 12” above top of pipe to 1 foot below finished grade.
g. Material purchase for 66” Hobas sewerline pipe.
11. Remove Existing 66” Sanitary Sewer and Replace With 66" HObas (FWC Coupling Joint)
a. Labor, equipment, haul-off, dump fees, and shoring for removing existing existing
66” RCP sewer between new Price Junction Structure on existing alignment,
excavating, installing, and backfilling new 66” Hobas sewerline per Project
Drawings.
b. Trucking and dump fees for haul-off and disposal of spoils.
c. Sewerline testing.
d. MAG Spec ABC for pipe bedding
e. ½ Sack ABC Slurry backfill from top of bedding to 12” above top of pipe.
f. MAG spec ABC backfill from 12” above top of pipe to 1 foot below finished grade.
g. Material purchase for 66” Hobas sewerline pipe.
12. Furnish & Install 60" Polymer Concrete Sewer Manhole With 96" Precast Base (New 66"
Sewer Line)
a. Includes manhole number 1, 2, and 3.
b. Labor, equipment, and shoring for excavating, installing, and backfilling 2 each
new 60” polymer concrete manholes with 96” precast bases per Project Drawings.
c. Trucking and dump fees for haul-off and disposal of spoils.
d. Vacuum testing structure after backfill.
e. Final adjustments and concrete collars.
f. ½ Sack ABC Slurry backfill.
g. Purchase of precast manhole material from Armorock.
h. Crane to set manholes.
i.
Owner supplies manhole frame and covers.
13. Remove Existing Manhole 756004803 And Replace With 60" Polymer Concrete Sewer
Manhole With 96" Precast Base
a. Includes costs for removing existing manhole 756004803 and installing new
manhole no. 4 per Project Drawings.
b. Labor, equipment, and shoring for excavating, installing, and backfilling 1 each
new 60” polymer concrete manholes with 96” precast base per Project Drawings.
c. Trucking and dump fees for haul-off and disposal of spoils.
d. Sawcut and removal of existing pipe.
e. Vacuum testing structure after backfill.
f. Final adjustments and concrete collars.
g. ½ Sack ABC Slurry backfill.
h. Purchase of precast manhole material from Armorock.
i.
48” PVC SDR-26 sewerline pipe material for stub-out and 1 each pipe collar to
connect to existing 48” on west side of new manhole. No end treatment of cut
pipe included since pipe collar will be CIPP lined through.
j. Crane to set manhole.
k. Owner supplies manhole frame and cover.
14. Furnish & Install 66" Sanitary Sewer (Hobas Flush Reline Joint) Inside 86" Steel Casing
a. Labor and equipment to excavate jack and bore pits, set shoring, remove shoring,
and back fill pits.
b. Trucking and dump fees for hauling off jack and bore pits spoils and casing
installation spoils.
c. MAG specs for ABC backfill jack and bore pits.
d. Jack and bore subcontractor costs for furnishing, installing, and welding 86” O.D.
steel casing (84” I.D.), installing 66” Hobas pipe through steel casing, grouting
void outside of casing, and filling annular space with low density cellular grout.
e. Crew costs for loading trucks to haul off spoils from casing installation.
f. Trench shore protection rental.
g. Temporary fence for securing jack and bore pits.
h. Purchase of 66” Hobas Pipe to be pushed through casing.
15. Remove Existing 48" Sanitary Sewer Prior To Steel Casing
a. Labor, equipment, and shoring for excavating and exposing existing 48” sewerlines
to be removed for steel casing installation at stations 107+96 and 108+65.
b. Sawcutting and removing pipe
c. Trucking and dump fees for haul-off of spoils and removed sewer pipe.
d. ½ Sack ABC Slurry backfill off 2 each excavations.
16. Furnish & Install New Junction Structure B
a. Labor and equipment to excavate and set slide rail for cast-in-place structure
installation and set and prep subgrade for structure.
b. Crane for setting and removing slide rail.
c. MAG Spec ABC for structure subgrade/foundation installation and preparation.
d. Trucking and dump fees for spoil haul-off.
e. ½ Sack ABC Slurry backfill around structure.
f. Slide rail shoring system rental and Engineering.
g. Furnishing and installing PVC T-Lock per Project Drawings.
h. Cast-in-place Structure Subcontractor costs for reinforcing, forming, and pouring
structure.
i.
Material purchase costs for Plastifab stop logs, davit crane, access hatch, and
grating. Note material deviation, per Plastifab, guide frames are surface mounted
with unseating head, so they will need to be stainless steel in lieu of the specified
vinyl ester FRP.
j. Owner supplies manhole frames and covers.
17. Furnish & Install New Junction Structure C
a. Labor and equipment to excavate, set slide rail, install, and backfill 192” round
precast polymer structure installation.
b. Hydro excavation around corners for slide rail installation.
c. Crane for setting/removing slide rail and setting structure.
d. MAG Spec ABC for structure subgrade.
e. Trucking and dump fees for spoil haul-off.
f. ½ Sack ABC Slurry backfill around structure.
g. Slide rail shoring system rental and Engineering.
h. Vacuum testing of new structure.
i.
Purchase of 192” Armorock polymer precast structure, hatches, FRP grating, stop
logs, and davit crane.
j. Note material deviation, per Plastifab, guide frames are surface mounted with
unseating head, so they will need to be stainless steel in lieu of the specified vinyl
ester FRP.
k. Labor and equipment for installing FRP grating.
l.
Owner supplies manhole frames and covers.
18. Furnish & Install Junction Structure D (60" Polymer Concrete Manhole With 84" Base)
a. Labor, equipment, and shoring for excavating, installing, and backfilling 1 each
new 60” polymer concrete manhole with an 84” precast base per Project Drawings.
b. Trucking and dump fees for haul-off and disposal of spoils.
c. Sawcut and removal of existing pipe.
d. Vacuum testing structure after backfill.
e. Final adjustments and concrete collars.
f. ½ Sack ABC Slurry backfill.
g. Purchase of precast manhole material from Armorock.
h. 48” PVC SDR-26 sewerline pipe material for stub-out and 1 each pipe collar to
connect to existing 48” sewerline on east side of new structure.
i.
FRP end treatment on existing pipe end to be connected to and collar poured
around.
j. Crane to set manhole.
k. Owner supplies manhole frame and cover.
19. Furnish & Install New Junction Structure E
a. Labor and equipment to excavate, demo and remove existing MH 756007413, set
slide rail, install new junction structure, and backfill around 192” round precast
polymer structure installation.
b. Hydro excavation around corners for slide rail installation.
c. Crane for setting/removing slide rail and setting structure.
d. Sawcutting and removing existing pipe.
e. MAG Spec ABC for structure subgrade.
f. Trucking and dump fees for spoil haul-off.
g. ½ Sack ABC Slurry backfill around structure.
h. Slide rail shoring system rental and Engineering.
i.
Vacuum testing of new structure.
j. Purchase of 192” Armorock polymer precast structure, hatches, and FRP grating.
k. Labor and equipment for installing FRP grating.
l.
Owner supplies manhole frames and covers.
20. Install 60" Polymer Concrete Manhole Insert and 32” Diameter Smart Composite Cover
a. Labor and equipment to excavate around existing manhole, remove and haul off
existing manhole cones, and install 60” polymer concrete manhole inserts.
b. Trucking and dump fees for cone and spoil disposal.
c. Purchase 60” Armorock polymer manhole inserts.
d. Preparation of bench to accept composite insert.
e. Bench rehabilitation includes rebuilding bench with C-120, installing FRP, and
overlapping FRP onto polymer concrete manhole insert.
f. Final adjustments and concrete collars.
g. Hydrophilic grout between annular space between existing manhole barrel sections
and new polymer concrete manhole insert.
h. Slurry backfill around manhole.
i.
1 each location, specifically MH 756005216 along Price Road, for concrete flatwork
replacement.
j. 1 each location, specifically MH 756005162 in Pecos Diversion structure facility, for
asphalt replacement.
k. Owner supplies manhole frames and covers.
21. Install 60" Polymer Concrete Manhole and 30” Diameter Composite Frame/Cover (Tee-
Style)
a. Labor and equipment to excavate and remove existing manhole to tee-style base,
prep tee-style base for wet set of new bottom polymer section, install new 60”
polymer risers and cone/flat top, and slurry backfill with ½ Sack ABC Slurry.
b. Trucking and dump fees for manhole removal and excavation.
c. Purchase 60” Armorock polymer manhole materials.
d. Installing FRP to overlap CIPP lining and new polymer manhole riser bottom
section.
e. Final adjustments and concrete collars.
f. Slurry backfill around manhole.
g. Owner supplies manhole frames and covers.
22. Install 48" Polymer Concrete Manhole and 30” Diameter Composite Frame/Cover (Tee-
Style)
a. Labor and equipment to excavate and remove existing manhole to tee-style base,
prep tee-style base for wet set of new bottom polymer sections, install new 48”
polymer risers and cone/flat top, and slurry backfill with ½ Sack ABC Slurry.
b. Trucking and dump fees for manhole removal and excavation.
c. Purchase 48” Armorock polymer manhole materials.
d. Installing FRP to overlap CIPP lining and new polymer manhole riser bottom
section.
e. Final adjustments and concrete collars.
f. Slurry backfill around manhole.
g. Owner supplies manhole frames and covers.
23. Existing Junction Structure No. 1 (New 60” Polymer MH Stackout & Abandonment of South
MH)
a. Labor and equipment to excavate and remove existing manhole riser sections on
existing Junction Structure No. 1, prep tee-style base for wet set of new bottom
polymer section, install new 60” polymer riser and cone/flat top, and slurry backfill
with ½ Sack ABC Slurry.
b. FRP will be installed to overlap CIPP to-be lined through structure and overlap onto
new polymer bottom riser section per Project Drawings.
c. South manhole will be completely removed, CIPP lined through, and backfilled.
d. Trucking and dump fees for manhole removal and excavation.
e. Purchase 60” Armorock polymer manhole materials.
f. Final adjustment and concrete collar.
g. Slurry backfill structure.
h. Owner supplies manhole frames and covers.
24. Clean Existing 30" Sanitary Sewer
a. Sewer cleaning vactor crew and CCTV crew for performing 3-pass cleaning of
existing 30” sewerline.
25. Clean Existing 48" Sanitary Sewer
a. Sewer cleaning vactor crew and CCTV crew for performing 3-pass cleaning of
existing 48” sewerline.
26. Clean Existing 66" Sanitary Sewer
a. Sewer cleaning vactor crew and CCTV crew for performing 3-pass cleaning of
existing 66” sewerline.
27. Man Entry Cleaning & Detached Liner Removal
a. Labor and confined space equipment to complete entry to remove any detached
T-Lock from pipe.
b. Any grouting to be compensated through Construction Contingency.
28. Install 30" CIPP Liner
a. Furnish and install 30” CIPP Liner per project documents.
b. CIPP lining support crew.
c. Post-Pano sewer CCTV inspection.
d. Modify manhole bench for CIPP liner installation.
29. Install 48" CIPP Liner
a. Furnish and install 48” CIPP Liner per project documents.
b. Lining water usage to be compensated through allowance item.
c. CIPP lining support crew.
d. Post-Pano sewer CCTV inspection.
30. Install 66" CIPP Liner
a. Furnish and install 66” CIPP Liner per project documents.
b. CIPP lining support crew.
c. Lining water usage to to be compensated through allowance item.
d. If required, chilled water setups and/or styrene mitigation shall be compensated
through Construction Contingency.
e. Post-Pano sewer CCTV inspection.
31. 48" East Bypass Pump Setup & Teardown
a. Complete bypass setup costs for 48” bypass from suction pit to discharge into
existing manhole 756009379.
b. Excavation of suction pit, cutting coupon, installing temporary CMP tank for suction
pit, installing concrete in suction pit, restoring coupon, removing CMP tank,
backfilling, and restoring.
c. Labor, equipment, and transport costs for mobilizing and demobilizing bypass
pumps, pipe, and equipment.
d. Bypass pump station setup with 3 each 12” pumps.
e. Trenching and burying bypass lines to maintain SRP, ADOT, and construction
access.
f. Fuse and install 1 each 18” discharge lines with each line being approximately 700
linear feet and pass hydrostatic test HDPE discharge line.
g. Bypass pump station and pipe removal.
h. Bypass discharge location prep and setup for discharge line installation.
i.
Bypass Engineering Stamp.
32. 48" East Bypass Pump Operation
a. All equipment rental for 289 calendar days.
b. Fuel for pumps for 289 calendar days based on $4.00 per gallon. Fuel escalation
will be based on the EIA.gov Rock Mountain market rate and compensation will be
paid through Contractor’s Contingency based of area average fuel rate index, if
market increases above $4.00 per gallon for over a 30-day period.
c. Pump operators and bypass monitors for 24 hours per day. 1 operator/monitor
during day-time work hours and 2 each operators/monitors for after hours.
d. Includes disposal of rags that are removed from pumps.
e. Includes maintenance of equipment.
f. Includes secondary containment for all equipment.
g. All valves, manifolds, pipe, fittings, fencing/barriers, and equipment rental.
h. Includes light tower.
33. Furnish & Install 84” Polymer Concrete Sewer Manhole on Cast-In-Place Base
a. Pricing is based on preliminary and conceptual discussions only. Pricing includes
installing a new 84” manhole on a cast-in-place base north of the Pecos Diversion
Structure, which will also be utilized as the suction manhole for the west bypass.
b. Includes labor, equipment, and shoring to excavate down to existing pipe, cut
coupon, and pour cast-in-place base around existing 48” sewerline.
c. Concrete cast-in-place structure crew to perform reinforcing, forming, and pouring
of manhole bases per detail provided in 90% Design Review Comments.
d. Includes concrete material for cast-in-place bases.
e. FRP bench treatment for cast-in-place base.
f. ½ Sack ABC Slurry backfill around structures.
g. Hydro excavation around existing pipe
h. Final manhole adjustments and concrete collars.
i.
Owner supplies manhole frames and covers.
34. 48" West Bypass Pump Setup & Teardown
a. Complete bypass setup costs for 48” bypass from new manhole north of Pecos
Diversion Structure to discharge into existing manhole 756009379.
b. Labor, equipment, and transport costs for mobilizing and demobilizing bypass
pumps, pipe, and equipment.
c. Bypass pump station setup with 3 each 12” pumps.
d. Trenching and burying bypass lines to maintain SRP, ADOT, and construction
access.
e. Fuse and install 1 each 18” discharge lines with each line being approximately
2,550 linear feet and pass hydrostatic test HDPE discharge line.
f. Bypass pump station and pipe removal.
g. Bypass discharge location prep and setup for discharge line installation.
h. Bypass Engineering Stamp.
35. 48" West Bypass Pump Operation
a. All equipment rental for 122 calendar days.
b. Fuel for pumps for 122 calendar days based on $4.00 per gallon. Fuel escalation
will be based on the EIA.gov Rock Mountain market rate and compensation will be
paid through Contractor’s Contingency based of area average fuel rate index, if
market increases above $4.00 per gallon for over a 30-day period.
c. Pump operators and bypass monitors for 24 hours per day. 1 operator/monitor
during day-time work hours and 2 each operators/monitors for after hours.
d. Includes disposal of rags that are removed from pumps.
e. Includes maintenance of equipment.
f. Includes secondary containment for all equipment.
g. All valves, manifolds, pipe, fittings, fencing/barriers, and equipment rental.
h. Includes light tower.
ALLOWANCES
100. Traffic Control (Allowance)
a. This will be all costs associated with Traffic Control including but not limited to
traffic control plans, permits, devices, labor, equipment, temporary pedestrian
relocation, light bagging, etc.
b. Visual Message Boards
101. Police Officer (Allowance)
a. This will cover all cost associate with police officers’ presence on the site during
work near a lighted intersection.
b. The intent will always be to offer the work to Chandler PD prior to allowing other
officers to work on the project.
102. Quality Control Testing (Allowance)
a. All costs associated with testing on the project including but not limited to
compaction, concrete cylinder, sieve analysis, proctor, etc.
103. Construction Water (Allowance)
a. Cost for water on the project for all activating including but not limited to dust
mitigation, testing, CIPP, pipe cleaning, etc.
b. This will be reimbursed with the bills backing up the charges with all associated
markups.
104. Public Outreach (Allowance)
a. Cost for all required public outreach efforts including but not limited to public
meetings, websites, hotline management, flyers, door hanger, labor for
distribution, email correspondence, data collection, etc.
105. T-Lock Grouting (Allowance)
a. The grouting behind deteriorated concrete inside pipe during inspections and
cleaning efforts.
106. Heavy Cleaning (Allowance)
a. Cleaning of heavy debris inside pipe with man entry and extraction to waste.
107. Landscape Restoration (Allowance)
a. Landscape restoration due to work in landscape areas.
108. SRP Observer (Allowance)
a. Allowance to reimburse any costs associated with SRP observers required for
construction activities near SRP easement or powerlines.
109. Survey (Allowance)
a. Allowance to capture all GIS survey data for the city.
110. Odor Control (Allowance)
a. Allowance to capture all costs associated with additional Odor Control required
beyond tarping bypass suction and discharge locations.
111. Pecos Diversion Structure Rehab & Sluice Gates (Allowance)
a. Allowance shall be utilized to reimburse costs for stripping and coating existing
Pecos Diversion Structure, removing and replacing 2 each sluice gates, costs for
sluice gates and hardware, motor operated sluice gate valves, stems, anchors,
electrical connections for motor operated sluice gate valves, etc.
CONTINGENCY
500. Contractor’s Contingency
a. Proposed Contractor’s Contingency amount is based on risk matrix included in this
GMP.
501. Owner Contingency
i.
The Owner’s Contingency is based on 5% of the contract value.
Date: 8/12/2025
Amount
A. Cost of Work
A1 Cost of Work (self perform, no mark-up)
$10,879,284.64
A2 Cost of Work (subcontractors, suppliers, material)
$13,052,205.73
TOTAL COST OF WORK:
$23,931,490.37
B. General Conditions
$1,357,246.35
$25,288,736.72
C. CM@Risk's Fee
$2,149,542.62
SUBTOTAL 2 (A + B + C):
$27,438,279.34
D. Bonds and Insurance (on Subtotal 1)
D1 Bonds (Payment and Performance) @ 1.0%
$252,887.37
D2 Insurance @ 1.1%
$278,176.10
D3 Builder's Risk Insurance
$84,000.00
$615,063.47
SUBTOTAL 3 (SUBTOTAL 2 + BONDS & INS):
$28,053,342.81
E. Sales Tax
E1 Sales Tax (7.8% x 0.65)
$1,422,304.48
E2 Tax Credits
$0.00
$1,422,304.48
F. Approved Allowances
QTY
UOM
Unit Price Allowance Total
100 Traffic Control
1 AL
46,000.00
$
$46,000.00
101 Police Officer
1 AL
14,490.00
$
$14,490.00
102 Quality Control Testing
1 AL
86,250.00
$
$86,250.00
103 Construction Water
1 AL
57,500.00
$
$57,500.00
104 Public Outreach
1 AL
15,000.00
$
$15,000.00
105 T-Lock Grouting Allowance
40 HR
704.90
$
$28,196.08
106 Heavy Cleaning Allowance
1 AL
66,125.00
$
$66,125.00
107 Landscape Restoration
1 AL
15,000.00
$
$15,000.00
108 SRP Observer
1 AL
52,900.00
$
$52,900.00
109 Survey
1 AL
54,050.00
$
$54,050.00
110 Odor Control
1 AL
197,000.00
$
$197,000.00
111 Pecos Diversion Structure Rehab & Sluice Gates
1 AL
466,900.00
$
$466,900.00
$1,099,411.08
G. Contingencies
G1
Contractors Contigency
$2,545,652.66
G2
Owner Contingency
$1,528,752.92
$4,074,405.57
$34,649,463.94
Establishment of Values:
a. Cost of Work (A) and Allowances (F) to be submitted with GMP Proposal.
b. General Conditions Cost (B) to be established in Baseline GMP.
c. CM@Risk Fee as set forth in Section 3.7.3 of this Contract
EXHIBIT D
TOTAL BONDS & INSURANCE:
TOTAL SALES TAX:
GUARANTEED MAXIMUM PRICE TOTAL:
TOTAL ALLOWANCES:
TOTAL CONTINGENCIES:
CM@RISK GMP SUMMARY (PAGE 2 of 2)
Project Name:
Project Location:
City of Chandler Project No.:
101/202 66-inch Redundant Sewer GMP
Price Road and 202
WW2402.401
SUBTOTAL 1 (Cost of Work) (A + B):
CITY OF CHANDLER
WW2402.401 LOOP 101 AND 202 FREEWAY 66-INCH REDUNDANT SEWER PROJECT
GMP SCHEDULE OF VALUES
A
B
C
D
E
F
1
Mobilization And Demobilization
1 LS
$ 1,070,395.41 $ 1,070,395.41
2
SWPPP
15 MO
$ 6,621.58 $ 99,323.70
3
Install Pipe Plug Per MAG Standard Detail 427
8 EACH
$ 10,050.84 $ 80,406.72
4
Pipe
63 LF
$ 1,039.65 $ 65,497.95
5
Grout Fill Existing 48" Sanitary Sewer To Extents Shown
387 LF
$ 212.93 $ 82,403.91
6
Abandon Existing 108" Dia Manhole 756009379
1 EACH
$ 27,020.66 $ 27,020.66
7
Abandon Existing Junction Structure No. 2
1 EACH
$ 65,995.34 $ 65,995.34
8
Furnish And Install 48" Sanitary Sewer (PVC SDR-26)
203 LF
$ 1,377.18 $ 279,567.54
9
Remove Existing Plug And Connect To Existing 66" Stub Out
1 EACH
$ 15,331.12 $ 15,331.12
10
Furnish & Install 66" Sanitary Sewer (Hobas FWC Coupling Joint)
776 LF
$ 2,061.63 $ 1,599,824.88
11
Type)
110 LF
$ 4,489.87 $ 493,885.70
12
Furnish And Install 60" Polymer Concrete Sewer Manhole With 96" Precast Base
3 EACH
$ 189,772.58 $ 569,317.74
13
Manhole With 96" Precast Base (MH No. 4)
1 EACH
$ 348,571.50 $ 348,571.50
14
Furnish & Install 66" Sanitary Sewer (Hobas Flush Reline Joint) Inside 86" Steel Casing
639 LF
$ 5,973.99 $ 3,817,379.61
15
Remove Existing 48" Sanitary Sewer Prior To Steel Casing
2 EACH
$ 83,716.80 $ 167,433.60
16
Furnish & Install New Junction Structure B
1 EACH
$ 3,098,028.38 $ 3,098,028.38
17
Furnish & Install New Junction Structure C
1 EACH
$ 1,263,349.01 $ 1,263,349.01
18
Furnish & Install Junction Structure D (60" Polymer Concrete Manhole With 84" Base)
1 EACH
$ 313,292.32 $ 313,292.32
19
Furnish & Install New Junction Structure E
1 EACH
$ 1,176,438.77 $ 1,176,438.77
20
(Inserts)
8 EACH
$ 69,859.71 $ 558,877.68
21
Style)
1 EACH
$ 200,635.08 $ 200,635.08
22
Style)
4 EACH
$ 132,459.19 $ 529,836.76
23
South MH)
1 EACH
$ 95,414.07 $ 95,414.07
24
Clean Existing 30" Sanitary Sewer
938 LF
$ 10.28 $ 9,642.64
25
Clean Existing 48" Sanitary Sewer
1,997 LF
$ 14.49 $ 28,936.53
26
Clean Existing 66" Sanitary Sewer
652 LF
$ 18.82 $ 12,270.64
27
Pipe Man Entry Cleaning & Detached Liner Removal
2,669 LF
$ 7.74 $ 20,658.06
28
Install 30" CIPP Liner
938 LF
$ 292.97 $ 274,805.86
29
Install 48" CIPP Liner
2,019 LF
$ 427.40 $ 862,920.60
30
Install 66" CIPP Liner
652 LF
$ 1,036.46 $ 675,771.92
31
48" East Bypass Pump Setup & Teardown
1 EACH
$ 274,833.54 $ 274,833.54
32
48" East Bypass Pump Operation
289 DY
$ 10,884.80 $ 3,145,707.20
33
Furnish & Install 84" Polymer Concrete Sewer Manhole On CIP Base
1 EACH
$ 278,133.06 $ 278,133.06
34
48" West Bypass Pump Setup & Teardown
1 EACH
$ 238,901.81 $ 238,901.81
35
48" West Bypass Pump Operation
122 DY
$ 17,136.73 $ 2,090,681.06
$ 23,931,490.37
General Conditions
36
General Conditions
15 MO
$ 90,483.09
$ 1,357,246.35
Subtotal with General Conditions
$ 25,288,736.72
8.5% Markup
$ 2,149,542.62
Total with OH&P
$ 27,438,279.34
Insurance and Bond on Subtotal of CMAR Direct Work + Overhead & Profit
Bond Cost (1%)
$ 252,887.37
Insurance Cost (1.1%)
$ 278,176.10
Builder's Risk Insurance
$ 84,000.00
Subtotal Bond and Insurance
$ 615,063.47
Subtotal Bond and Insurance+ CMAR Direct Work + Overhead & Profit
$ 28,053,342.81
Sales Tax
Sales Tax
$ 1,422,304.48
Combined Total with Insurance, Bonds, & Tax
$ 29,475,647.29
SCHEDULED VALUE
ITEM
NO.
DESCRIPTION OF WORK
QTY
UNIT OF
MEASURE
UNIT PRICE
Page 1 of 2
CITY OF CHANDLER
WW2402.401 LOOP 101 AND 202 FREEWAY 66-INCH REDUNDANT SEWER PROJECT
GMP SCHEDULE OF VALUES
A
B
C
D
E
F
SCHEDULED VALUE
ITEM
NO.
DESCRIPTION OF WORK
QTY
UNIT OF
MEASURE
UNIT PRICE
ALLOWANCES
100
Traffic Control
1 AL
$ 46,000.00
$ 46,000.00
101
Police Officer
1 AL
$ 14,490.00
$ 14,490.00
102
Quality Control Testing
1 AL
$ 86,250.00
$ 86,250.00
103
Construction Water
1 AL
$ 57,500.00
$ 57,500.00
104
Public Outreach
1 AL
$ 15,000.00
$ 15,000.00
105
T-Lock Grouting Allowance
40 HR
$ 704.90
$ 28,196.08
106
Heavy Cleaning Allowance
1 AL
$ 66,125.00
$ 66,125.00
107
Landscape Restoration
1 AL
$ 15,000.00
$ 15,000.00
108
SRP Observer
1 AL
$ 52,900.00
$ 52,900.00
109
Survey
1 AL
$ 54,050.00
$ 54,050.00
110
Odor Control
1 AL
$ 197,000.00 $ 197,000.00
111
Pecos Diversion Structure Rehab & Sluice Gates
1 AL
$ 466,900.00 $ 466,900.00
Subtotal with Allowances
$ 1,099,411.08
500
Contractors Contingency
1 LS
$ 2,545,652.66 $ 2,545,652.66
501
Owner's Contingency
1 LS
$ 1,528,752.92 $ 1,528,752.92
Subtotal of Contingency
$ 4,074,405.57
ORIGINAL CONTRACT TOTALS
$ 34,649,463.94
Page 2 of 2
Cost Detail With Man Hours
Project Name:
101/202 66 Inch Reduntant Sewer 90% GMP
Rev1
Customer:
City of Chandler
Job Number:
24-4018-00
Bid Number: 24-4018-00
Billing Address:
Mail Stop 407, P.O. Box 4008
Bid As:
General Contractor
Chandler, AZ 85244
Estimator:
Phone:
480-782-3310
Travis Monk
Project Address:
Price Road And 202
Contact:
Raymond Potts
Completion Date:
4/10/2025
Pay Items
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
1.00 LS
1,146.00
1,146.00
$1,070,395.
41
$1,070,395.
41
1 - Mobilization And Demobilization
Mobilize/ Demobilize Equipment
1.00 LS
336.00
336.00
$66,432.96
$66,432.96
B&F Equipment Mobilization (1.00 EACH/DY,
42.00 DY)
42.00 EACH
336.00
8.00
$1,388.88
$58,332.96
Transport Lowboy
336.00 HR
$33.43
$11,232.48
Transport Truck Semi
336.00 HR
$83.31
$27,992.16
Transport Truck Driver
336.00 HR
$56.87
$19,108.32
Shoring Deliveries/Pick-ups/Moves (Slide Rail
Delivery Is Under Separate Item)
36.00 EACH
$225.00
$8,100.00
Office Startup / Establishment
1.00 EACH
0.00
0.00
$12,750.00
$12,750.00
Internet
15.00 MO
$300.00
$4,500.00
Connex
15.00 MO
$550.00
$8,250.00
Yard Crew
15.00 MO
330.00
22.00
$3,515.60
$52,734.00
Yard Clean-up & Maintenance (2.75 DY/MO,
41.25 DY)
15.00 MO
330.00
22.00
$3,515.60
$52,734.00
Cat 950
330.00 HR
$104.46
$34,471.80
Operator: Small Equipment
330.00 HR
$55.34
$18,262.20
Water Meters
2.00 EACH
$2,400.00
$4,800.00
Project Signs
4.00 EACH
32.00
8.00
$1,527.36
$6,109.44
Project Signs
4.00 EACH
$750.00
$3,000.00
Sign Installation Crew (3.00 EACH/DY, 1.33 DY)
4.00 EACH
32.00
8.00
$777.36
$3,109.44
F-250 to F-450
10.67 HR
$39.86
$425.17
Foreman
10.67 HR
$77.15
$822.93
Laborer
10.67 HR
$44.30
$472.53
Cat 420 Small Backhoe
10.67 HR
$74.86
$798.51
Operator: Small Equipment
10.67 HR
$55.34
$590.29
Unload & String Pipe
20.00 DY
240.00
12.00
$1,395.36
$27,907.20
Unload And String Pipe (2.00 DY/DY, 10.00 DY)
20.00 DY
240.00
12.00
$1,395.36
$27,907.20
F-250 to F-450
80.00 HR
$39.86
$3,188.80
8/12/2025 1:03:28 PM
Page 1 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Foreman
80.00 HR
$77.15
$6,172.00
Laborer
80.00 HR
$44.30
$3,544.00
Operator: Large Equipment
80.00 HR
$60.68
$4,854.40
Cat TL1255 (12K Telehandler Forklift)
80.00 HR
$126.85
$10,148.00
Large Excavator(s) Mobilization/Site Moves/
Demobilization
12.00 EACH
$4,218.00
$50,616.00
Structures, Manholes, Inserts, & Pipe Material
Handling At Yard And Deliver To Site
12.00 EACH
128.00
10.67
$7,338.49
$88,061.92
B&F Equipment Mobilization (3.00 EACH/DY, 4.00
DY)
12.00 EACH
32.00
2.67
$462.96
$5,555.52
Transport Lowboy
32.00 HR
$33.43
$1,069.76
Transport Truck Semi
32.00 HR
$83.31
$2,665.92
Transport Truck Driver
32.00 HR
$56.87
$1,819.84
Support & Spotter Crew (3.00 EACH/DY, 4.00 DY)
12.00 EACH
96.00
8.00
$870.53
$10,446.40
Cat 950
32.00 HR
$104.46
$3,342.72
Laborer
32.00 HR
$44.30
$1,417.60
Operator: Large Equipment
32.00 HR
$60.68
$1,941.76
Foreman
32.00 HR
$77.15
$2,468.80
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Crane For Offloading Armorock Manhole Bases
3.00 EACH
$9,500.00
$28,500.00
Crane For Offroading Armorock Structures
2.00 EACH
$21,780.00
$43,560.00
Potholing
15.00 EACH
80.00
5.33
$894.83
$13,422.40
GC-Combo Hydro Truck Crew (3.00 EACH/DY,
5.00 DY)
15.00 EACH
80.00
5.33
$894.83
$13,422.40
Combo Vactor Truck
40.00 HR
$225.00
$9,000.00
Combo Truck Assistant
40.00 HR
$48.46
$1,938.40
Combo Truck Operator
40.00 HR
$62.10
$2,484.00
Material Delivery
1.00 LS
0.00
0.00
$445,790.65
$445,790.65
Stop Logs
1.00 LS
$15,525.00
$15,525.00
66" Hobas Pipe Delivery
1.00 LS
$117,600.00
$117,600.00
Armorock Polymer Structure & Insert Deliveries
1.00 EACH
$309,200.00
$309,200.00
Access Hatch Delivery Fees
1.00 LS
$3,465.65
$3,465.65
Subcontractor Mobilizations
1.00 LS
0.00
0.00
$296,770.84
$296,770.84
CIPP Mob (3 Each - 30", 48", And 66") W/ 1.5%
Bond (Insituform Technologies LLC)
1.00 LS
$38,680.64
$38,680.64
Jack & Bore Subcontractor Mobilization (W/ 1.5%
Bond)
1.00 EACH
$203,000.00
$203,000.00
CIP Structure B Subcontractor Mobilization (w/
2% Bond) (CS Construction Inc)
1.00 LS
$55,090.20
$55,090.20
General Site Shoring Engineered Fees
2.00 EACH
$2,500.00
$5,000.00
15.00 MO
432.00
28.80
$6,621.58
$99,323.68
2 - SWPPP
SWPPP Permit And Book
1.00 LS
$6,500.00
$6,500.00
Inspections
44.00 EACH
$200.00
$8,800.00
BMP
1.00 LS
$10,500.00
$10,500.00
SWPPP Manitenance
15.00 MO
360.00
24.00
$2,427.76
$36,416.40
SWPPP Maintenance Crew (1.00 DY/MO, 15.00
DY)
15.00 MO
360.00
24.00
$2,427.76
$36,416.40
F-250 to F-450
120.00 HR
$39.86
$4,783.20
John Deere 210 Gannon / Skip Loader
120.00 HR
$86.82
$10,418.40
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 2 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Foreman
120.00 HR
$77.15
$9,258.00
Laborer
120.00 HR
$44.30
$5,316.00
Operator: Small Equipment
120.00 HR
$55.34
$6,640.80
Street Sweeping
168.00 HR
$140.00
$23,520.00
Dust Permit
2.00 EACH
$1,130.00
$2,260.00
On-site Trackout Rock
120.00 TON
72.00
0.60
$94.39
$11,327.28
Trackout Rock
120.00 TON
$33.70
$4,044.00
Setup & Remove Trackout (40.00 TON/DY, 3.00
DY)
120.00 TON
72.00
0.60
$60.69
$7,283.28
F-250 to F-450
24.00 HR
$39.86
$956.64
John Deere 210 Gannon / Skip Loader
24.00 HR
$86.82
$2,083.68
Foreman
24.00 HR
$77.15
$1,851.60
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
8.00 EACH
576.00
72.00
$10,050.84
$80,406.72
3 - Install Pipe Plug Per MAG Standard Detail 427
Install Pipe Plug
8.00 EACH
576.00
72.00
$9,175.84
$73,406.72
Large Diameter Pipe Plug Crew (1.00 EACH/DY,
8.00 DY)
8.00 EACH
576.00
72.00
$8,925.84
$71,406.72
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Cat 950
64.00 HR
$104.46
$6,685.44
Excavator - 160 K LB
64.00 HR
$304.86
$19,511.04
Water Truck 4000Gal
64.00 HR
$75.36
$4,823.04
Backhoe Light
64.00 HR
$86.11
$5,511.04
Foreman
64.00 HR
$77.15
$4,937.60
Operator: Large Equipment [3]
64.00 HR
$60.68
$11,650.56
Pipelayer [2]
64.00 HR
$51.05
$6,534.40
Laborer [2]
64.00 HR
$44.30
$5,670.40
Water Truck Driver
64.00 HR
$55.19
$3,532.16
Cement - Concrete Mix 60# (Arizona Materials
LLC)
160.00 UNIT
$8.00
$1,280.00
Concrete Block 8x8x16
288.00 UNIT
$2.50
$720.00
Shoring
14.00 DY
$500.00
$7,000.00
63.00 LF
264.00
4.19
$1,039.65
$65,497.64
4 - Remove Existing 48" Sanitary Sewer As
Needed For Construction Of New 66" (HOBAS)
Pipe
Dig, Remove Pipe & Backfill
63.00 LF
264.00
4.19
$982.50
$61,897.64
Large Diameter Removal Crew (21.00 LF/DY, 3.00
DY)
63.00 LF
264.00
4.19
$720.04
$45,362.64
F-250 to F-450
24.00 HR
$39.86
$956.64
Water Truck 4000Gal
24.00 HR
$75.36
$1,808.64
Cat 395 (Weight 190K)
24.00 HR
$398.75
$9,570.00
Excavator - 160 K LB
24.00 HR
$304.86
$7,316.64
Backhoe Light
24.00 HR
$86.11
$2,066.64
Hydraulic Hammer 10k FT LB
24.00 HR
$88.45
$2,122.80
Dump Truck - 10 Wheel [2]
24.00 HR
$88.40
$4,243.20
Cat 950
24.00 HR
$104.46
$2,507.04
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 3 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Foreman
24.00 HR
$77.15
$1,851.60
Laborer [2]
24.00 HR
$44.30
$2,126.40
Operator: Large Equipment [3]
24.00 HR
$60.68
$4,368.96
Pipelayer [2]
24.00 HR
$51.05
$2,450.40
Truck Driver [2]
24.00 HR
$55.19
$2,649.12
Water Truck Driver
24.00 HR
$55.19
$1,324.56
DUMP FEES
27.00 LOAD
$75.00
$2,025.00
Dump Fee - Pipe Disposal
6.00 EACH
$100.00
$600.00
Trucking (1.00 DY, 8.25 Trucks, 4.13 EACH/HR)
33.00 EACH
$270.00
$8,910.00
Shoring
10.00 DY
$500.00
$5,000.00
Cut Pipe
2.00 EACH
$1,800.00
$3,600.00
387.00 LF
288.00
0.74
$212.93
$82,403.56
5 - Grout Fill Existing 48" Sanitary Sewer To
Extents Shown
Grout Fill And Abandon Pipe
387.00 EACH
288.00
0.74
$200.01
$77,403.56
Large Diameter Abandonment Crew (96.75
EACH/DY, 4.00 DY)
387.00 EACH
288.00
0.74
$100.10
$38,738.56
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Water Truck 4000Gal
32.00 HR
$75.36
$2,411.52
Cat 395 (Weight 190K)
32.00 HR
$218.28
$6,984.96
Cat 950
32.00 HR
$79.64
$2,548.48
Backhoe Light
32.00 HR
$86.11
$2,755.52
Grout Pump
32.00 HR
$206.25
$6,600.00
Foreman
32.00 HR
$77.15
$2,468.80
Operator: Large Equipment [3]
32.00 HR
$60.68
$5,825.28
Pipelayer [2]
32.00 HR
$51.05
$3,267.20
Laborer [2]
32.00 HR
$44.30
$2,835.20
Water Truck Driver
32.00 HR
$55.19
$1,766.08
Pumpable Grout Fill
209.00 UNIT
$185.00
$38,665.00
Shoring
10.00 DY
$500.00
$5,000.00
1.00 EACH
168.00
168.00
$27,020.66
$27,020.66
6 - Abandon Existing 108" Dia Manhole
756009379
Abandon Existing Manhole In Place
1.00 EACH
168.00
168.00
$21,803.76
$21,803.76
Structure Abandonment Crew (0.33 EACH/DY,
3.00 DY)
1.00 EACH
168.00
168.00
$21,803.76
$21,803.76
F-250 to F-450
24.00 HR
$39.86
$956.64
Backhoe Light
24.00 HR
$86.11
$2,066.64
Excavator - 160K LB
24.00 HR
$304.86
$7,316.64
Hydraulic Hammer 10k FT LB
24.00 HR
$88.45
$2,122.80
Foreman
24.00 HR
$77.15
$1,851.60
Operator: Large Equipment [2]
24.00 HR
$60.68
$2,912.64
Pipelayer [2]
24.00 HR
$51.05
$2,450.40
Laborer [2]
24.00 HR
$44.30
$2,126.40
1/2 Sack Slurry
50.40 CY
$103.51
$5,216.90
1.00 EACH
232.00
232.00
$65,995.34
$65,995.34
7 - Abandon Existing Junction Structure No. 2
Remove Lids, Concrete Rings, Riser, And Grout Fill
1.00 EACH
232.00
232.00
$33,563.12
$33,563.12
Demo, Grout Fill, Backfill & Restore Crew (0.25
EACH/DY, 4.00 DY)
1.00 EACH
232.00
232.00
$33,563.12
$33,563.12
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 4 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Excavator - 160 K LB
32.00 HR
$304.86
$9,755.52
Cat 950
32.00 HR
$104.46
$3,342.72
Backhoe Light
32.00 HR
$86.11
$2,755.52
Dump Truck - 10 Wheel
8.00 HR
$88.40
$707.20
Hydraulic Hammer 10k FT LB
32.00 HR
$88.45
$2,830.40
Foreman
32.00 HR
$77.15
$2,468.80
Operator: Large Equipment [2]
32.00 HR
$60.68
$3,883.52
Pipelayer [2]
32.00 HR
$51.05
$3,267.20
Laborer [2]
32.00 HR
$44.30
$2,835.20
Truck Driver
8.00 HR
$55.19
$441.52
Trucking (2.00 DY, 0.13 Trucks, 0.06 EACH/HR)
1.00 EACH
$270.00
$270.00
DUMP FEES
1.00 LOAD
$100.00
$100.00
1/2 Sack Slurry
309.75 CY
$103.51
$32,062.22
203.00 LF
609.00
3.00
$1,377.18
$279,567.56
8 - Furnish And Install 48" Sanitary Sewer (PVC
SDR-26)
48" Sewer Installation
203.00 LF
609.00
3.00
$728.36
$147,857.66
48" Mainline Sewer Crew (29.00 LF/DY, 7.00 DY)
203.00 LF
560.00
2.76
$461.11
$93,604.56
F-250 to F-450
56.00 HR
$39.86
$2,232.16
Dump Truck - 10 Wheel
56.00 HR
$88.40
$4,950.40
Water Truck 4000Gal
56.00 HR
$75.36
$4,220.16
Cat 395 (Weight 190K)
56.00 HR
$398.75
$22,330.00
Excavator - 160 K LB
56.00 HR
$304.86
$17,072.16
Cat 950
56.00 HR
$104.46
$5,849.76
Backhoe Light
56.00 HR
$86.11
$4,822.16
36" Compaction Wheel 320/325/335/349
56.00 HR
$13.44
$752.64
Foreman
56.00 HR
$77.15
$4,320.40
Operator: Large Equipment [3]
56.00 HR
$60.68
$10,194.24
Pipelayer [2]
56.00 HR
$51.05
$5,717.60
Laborer [2]
56.00 HR
$44.30
$4,961.60
Truck Driver
56.00 HR
$55.19
$3,090.64
Water Truck Driver
56.00 HR
$55.19
$3,090.64
Trucking (1.00 DY, 27.00 Trucks, 13.50
EACH/HR)
108.00 EACH
$270.00
$29,160.00
DUMP FEES
108.00 LOAD
$100.00
$10,800.00
Shoring
10.00 DY
$750.00
$7,500.00
Sewerline Testing
203.00 LF
49.00
0.24
$33.46
$6,793.10
Sewerline Testing Crew (203.00 LF/DY, 1.00
DY)
203.00 LF
40.00
0.20
$24.89
$5,053.60
42-78 Inch Plug [2]
8.00 HR
$19.88
$318.08
185 Compressor
8.00 HR
$51.69
$413.52
Backhoe Light
8.00 HR
$86.11
$688.88
24-inch Trailer Mounted Blower
8.00 HR
$51.25
$410.00
Confined Space Equipment
8.00 HR
$15.63
$125.04
Flatbed Trailers 12 to 18 Fort Trailer
8.00 HR
$12.75
$102.00
Vac Trailer 500 Gallon
8.00 HR
$56.36
$450.88
F-250 to F-450
8.00 HR
$39.86
$318.88
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 5 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Foreman
8.00 HR
$77.15
$617.20
Laborer [2]
8.00 HR
$44.30
$708.80
Leadman
8.00 HR
$51.86
$414.88
Operator: Large Equipment
8.00 HR
$60.68
$485.44
GC-Combo Hydro Truck Crew (812.00 LF/DY,
0.25 DY)
203.00 LF
4.00
0.02
$3.31
$671.12
Combo Vactor Truck
2.00 HR
$225.00
$450.00
Combo Truck Assistant
2.00 HR
$48.46
$96.92
Combo Truck Operator
2.00 HR
$62.10
$124.20
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(406.00 LF/DY, 0.50 DY)
203.00 LF
5.00
0.02
$5.26
$1,068.38
Camera Truck
4.00 HR
$165.00
$660.00
CCTV Technician
5.00 HR
$81.68
$408.38
Material Buy
1.00 EACH
0.00
0.00
$131,709.91
$131,709.91
1/2 Sack Slurry
190.28 CY
$103.51
$19,695.37
Aggregate - ABC MAG Spec
1,738.28 TON
$20.00
$34,765.50
Pipe - PVC SDR 26 Pipe 48in
224.00 LF
$344.68
$77,208.54
Detectable Tape
1.00 ROLL
$40.50
$40.50
1.00 EACH
60.00
60.00
$15,331.12
$15,331.12
9 - Remove Existing Plug And Connect To
Existing 66" Stub Out
Expose Existing Pipe Stub And Remove Plug
1.00 EACH
60.00
60.00
$15,331.12
$15,331.12
66" Sewer Crew (2.00 EACH/DY, 0.50 DY)
1.00 EACH
44.00
44.00
$7,206.64
$7,206.64
F-250 to F-450
4.00 HR
$39.86
$159.44
Dump Truck - 10 Wheel [2]
4.00 HR
$88.40
$707.20
Water Truck 4000Gal
4.00 HR
$75.36
$301.44
Cat 395 (Weight 190K)
4.00 HR
$398.75
$1,595.00
Excavator - 160 K LB
4.00 HR
$304.86
$1,219.44
Cat 950
4.00 HR
$104.46
$417.84
Backhoe Light
4.00 HR
$86.11
$344.44
Foreman
4.00 HR
$77.15
$308.60
Operator: Large Equipment [3]
4.00 HR
$60.68
$728.16
Laborer [2]
4.00 HR
$44.30
$354.40
Pipelayer [2]
4.00 HR
$51.05
$408.40
Truck Driver [2]
4.00 HR
$55.19
$441.52
Water Truck Driver
4.00 HR
$55.19
$220.76
GC-Combo Hydro Truck Crew (1.00 EACH/DY,
1.00 DY)
1.00 EACH
16.00
16.00
$2,684.48
$2,684.48
Combo Vactor Truck
8.00 HR
$225.00
$1,800.00
Combo Truck Assistant
8.00 HR
$48.46
$387.68
Combo Truck Operator
8.00 HR
$62.10
$496.80
Trucking (1.00 DY, 3.00 Trucks, 1.50 EACH/HR)
12.00 EACH
$270.00
$3,240.00
DUMP FEES
12.00 LOAD
$100.00
$1,200.00
Shoring
2.00 DY
$500.00
$1,000.00
776.00 LF
3,840.89
4.95
$2,061.63
$1,599,824.
82
10 - Furnish & Install 66" Sanitary Sewer (Hobas
FWC Coupling Joint)
66" Sewerline Installation
776.00 LF
3,840.89
4.95
$1,277.02
$990,968.16
66" Sewer Crew (18.00 LF/DY, 43.11 DY)
776.00 LF
3,448.89
4.44
$782.18
$606,973.40
F-250 to F-450
344.89 HR
$39.86
$13,747.27
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 6 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Dump Truck - 10 Wheel [2]
344.89 HR
$88.40
$60,976.36
Water Truck 4000Gal
344.89 HR
$75.36
$25,990.83
Cat 395 (Weight 190K)
344.89 HR
$398.75
$137,524.44
Excavator - 160 K LB
344.89 HR
$304.86
$105,142.83
Cat 950
344.89 HR
$104.46
$36,027.09
Backhoe Light
344.89 HR
$86.11
$29,698.38
36" Compaction Wheel 320/325/335/349
344.89 HR
$13.44
$4,635.31
Foreman
344.89 HR
$77.15
$26,608.18
Operator: Large Equipment [3]
344.89 HR
$60.68
$62,783.57
Laborer [2]
344.89 HR
$44.30
$30,557.16
Pipelayer [2]
344.89 HR
$51.05
$35,213.16
Truck Driver
344.89 HR
$55.19
$19,034.42
Water Truck Driver
344.89 HR
$55.19
$19,034.42
Trucking (1.00 DY, 148.75 Trucks, 74.38
EACH/HR)
595.00 EACH
$270.00
$160,650.00
DUMP FEES
595.00 LOAD
$100.00
$59,500.00
Shoring
60.00 DY
$1,825.00
$109,500.00
Sewerline Testing
776.00 LF
392.00
0.51
$70.03
$54,344.76
Sewerline Testing Crew (97.00 LF/DY, 8.00 DY)
776.00 LF
320.00
0.41
$52.10
$40,428.80
42-78 Inch Plug [2]
64.00 HR
$19.88
$2,544.64
185 Compressor
64.00 HR
$51.69
$3,308.16
Backhoe Light
64.00 HR
$86.11
$5,511.04
24-inch Trailer Mounted Blower
64.00 HR
$51.25
$3,280.00
Confined Space Equipment
64.00 HR
$15.63
$1,000.32
Flatbed Trailers 12 to 18 Fort Trailer
64.00 HR
$12.75
$816.00
Vac Trailer 500 Gallon
64.00 HR
$56.36
$3,607.04
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Foreman
64.00 HR
$77.15
$4,937.60
Laborer [2]
64.00 HR
$44.30
$5,670.40
Leadman
64.00 HR
$51.86
$3,319.04
Operator: Large Equipment
64.00 HR
$60.68
$3,883.52
GC-Combo Hydro Truck Crew (388.00 LF/DY,
2.00 DY)
776.00 LF
32.00
0.04
$6.92
$5,368.96
Combo Vactor Truck
16.00 HR
$225.00
$3,600.00
Combo Truck Assistant
16.00 HR
$48.46
$775.36
Combo Truck Operator
16.00 HR
$62.10
$993.60
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(194.00 LF/DY, 4.00 DY)
776.00 LF
40.00
0.05
$11.01
$8,547.00
Camera Truck
32.00 HR
$165.00
$5,280.00
CCTV Technician
40.00 HR
$81.68
$3,267.00
Material Buy
1.00 EACH
0.00
0.00
$608,856.66
$608,856.66
Aggregate - ABC MAG Spec
8,980.55 TON
$20.00
$179,611.00
1/2 Sack Slurry
1,467.38 CY
$103.51
$151,887.99
66" Hobas Pipe
840.00 LF
$330.00
$277,200.00
Detectable Tape
2.00 ROLL
$40.50
$81.00
Misc. - Tracer Wire
1.00 LF
$76.67
$76.67
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 7 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
110.00 LF
1,673.00
15.21
$4,489.87
$493,885.30
11 - Remove Existing 66" Sanitary Sewer And
Replace With 66" Hobas (FWC Coupling Joint
Type)
66" Sewerline Removal & Replacement
110.00 LF
1,624.00
14.76
$3,476.19
$382,380.73
66" Remove & Replace Sewer Crew (7.33 LF/DY,
15.00 DY)
110.00 LF
1,200.00
10.91
$2,016.39
$221,803.20
F-250 to F-450
120.00 HR
$39.86
$4,783.20
Dump Truck - 10 Wheel [2]
120.00 HR
$88.40
$21,216.00
Water Truck 4000Gal
120.00 HR
$75.36
$9,043.20
Cat 395 (Weight 190K)
120.00 HR
$398.75
$47,850.00
Excavator - 160 K LB
120.00 HR
$304.86
$36,583.20
Cat 950
120.00 HR
$104.46
$12,535.20
Backhoe Light
120.00 HR
$86.11
$10,333.20
Hydraulic Hammer 10k FT LB
120.00 HR
$88.45
$10,614.00
36" Compaction Wheel 320/325/335/349
120.00 HR
$13.44
$1,612.80
Foreman
120.00 HR
$77.15
$9,258.00
Operator: Large Equipment [3]
120.00 HR
$60.68
$21,844.80
Laborer [2]
120.00 HR
$44.30
$10,632.00
Pipelayer [2]
120.00 HR
$51.05
$12,252.00
Truck Driver
120.00 HR
$55.19
$6,622.80
Water Truck Driver
120.00 HR
$55.19
$6,622.80
Locate, Remove Existing Collar, And Tie-in (0.33
EACH/DY, 3.00 DY)
1.00 EACH
216.00
216.00
$40,691.28
$40,691.28
F-250 to F-450
24.00 HR
$39.86
$956.64
Dump Truck - 10 Wheel
24.00 HR
$88.40
$2,121.60
Water Truck 4000Gal
24.00 HR
$75.36
$1,808.64
Cat 395 (Weight 190K)
24.00 HR
$398.75
$9,570.00
Excavator - 160 K LB
24.00 HR
$304.86
$7,316.64
Cat 950
24.00 HR
$104.46
$2,507.04
Backhoe Light
24.00 HR
$86.11
$2,066.64
Hydraulic Hammer 10k FT LB
24.00 HR
$88.45
$2,122.80
Foreman
24.00 HR
$77.15
$1,851.60
Laborer [2]
24.00 HR
$44.30
$2,126.40
Operator: Large Equipment [3]
24.00 HR
$60.68
$4,368.96
Pipelayer
24.00 HR
$51.05
$1,225.20
Truck Driver
24.00 HR
$55.19
$1,324.56
Water Truck Driver
24.00 HR
$55.19
$1,324.56
Trucking (1.00 DY, 39.50 Trucks, 19.75
EACH/HR)
158.00 EACH
$270.00
$42,660.00
DUMP FEES
158.00 LOAD
$100.00
$15,800.00
Shoring
20.00 DY
$1,250.00
$25,000.00
Hydro Excavate Around Pipe
2.00 EACH
128.00
64.00
$10,737.92
$21,475.84
GC-Combo Hydro Truck Crew (0.25 EACH/DY,
8.00 DY)
2.00 EACH
128.00
64.00
$10,737.92
$21,475.84
Combo Vactor Truck
64.00 HR
$225.00
$14,400.00
Combo Truck Assistant
64.00 HR
$48.46
$3,101.44
Combo Truck Operator
64.00 HR
$62.10
$3,974.40
Install Pipe Collar
1.00 EACH
80.00
80.00
$11,350.41
$11,350.41
Install Pipe Collar 66" Pipe (0.50 EACH/DY, 2.00
DY)
1.00 EACH
80.00
80.00
$9,977.76
$9,977.76
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 8 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
F-250 to F-450
16.00 HR
$39.86
$637.76
Excavator - 160 K LB
16.00 HR
$304.86
$4,877.76
Foreman
16.00 HR
$77.15
$1,234.40
Pipelayer [2]
16.00 HR
$51.05
$1,633.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Forms And Bar
1.00 EACH
$750.00
$750.00
Ready Mix Concrete - MAG C 2000
4.20 CY
$148.25
$622.65
Cut Pipe
2.00 EACH
$1,800.00
$3,600.00
Material Buy
1.00 EACH
0.00
0.00
$104,711.47
$104,711.47
Aggregate - ABC MAG Spec
1,651.20 TON
$20.00
$33,024.00
1/2 Sack Slurry
245.10 CY
$103.51
$25,370.30
66" Hobas Pipe
140.00 LF
$330.00
$46,200.00
Detectable Tape
1.00 ROLL
$40.50
$40.50
Misc. - Tracer Wire
1.00 LF
$76.67
$76.67
Sewerline Testing
110.00 LF
49.00
0.45
$61.76
$6,793.10
Sewerline Testing Crew (110.00 LF/DY, 1.00 DY)
110.00 LF
40.00
0.36
$45.94
$5,053.60
42-78 Inch Plug [2]
8.00 HR
$19.88
$318.08
185 Compressor
8.00 HR
$51.69
$413.52
Backhoe Light
8.00 HR
$86.11
$688.88
24-inch Trailer Mounted Blower
8.00 HR
$51.25
$410.00
Confined Space Equipment
8.00 HR
$15.63
$125.04
Flatbed Trailers 12 to 18 Fort Trailer
8.00 HR
$12.75
$102.00
Vac Trailer 500 Gallon
8.00 HR
$56.36
$450.88
F-250 to F-450
8.00 HR
$39.86
$318.88
Foreman
8.00 HR
$77.15
$617.20
Laborer [2]
8.00 HR
$44.30
$708.80
Leadman
8.00 HR
$51.86
$414.88
Operator: Large Equipment
8.00 HR
$60.68
$485.44
GC-Combo Hydro Truck Crew (440.00 LF/DY,
0.25 DY)
110.00 LF
4.00
0.04
$6.10
$671.12
Combo Vactor Truck
2.00 HR
$225.00
$450.00
Combo Truck Assistant
2.00 HR
$48.46
$96.92
Combo Truck Operator
2.00 HR
$62.10
$124.20
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(220.00 LF/DY, 0.50 DY)
110.00 LF
5.00
0.05
$9.71
$1,068.38
Camera Truck
4.00 HR
$165.00
$660.00
CCTV Technician
5.00 HR
$81.68
$408.38
3.00 EACH
1,056.00
352.00
$189,772.58
$569,317.75
12 - Furnish And Install 60" Polymer Concrete
Sewer Manhole With 96" Precast Base
Install 60" Manhole
3.00 EACH
1,056.00
352.00
$180,272.58
$540,817.75
Excavate And Backfill Manhole
3.00 EACH
960.00
320.00
$86,202.06
$258,606.19
Manhole Crew (0.25 EACH/DY, 12.00 DY)
3.00 EACH
960.00
320.00
$53,058.24
$159,174.72
F-250 to F-450
96.00 HR
$39.86
$3,826.56
Dump Truck - 10 Wheel
96.00 HR
$88.40
$8,486.40
Water Truck 4000Gal
96.00 HR
$75.36
$7,234.56
Cat 395 (Weight 190K)
96.00 HR
$398.75
$38,280.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 9 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Excavator - 160 K LB
96.00 HR
$304.86
$29,266.56
Cat 950
96.00 HR
$104.46
$10,028.16
Backhoe Light
96.00 HR
$86.11
$8,266.56
Foreman
96.00 HR
$77.15
$7,406.40
Operator: Large Equipment [3]
96.00 HR
$60.68
$17,475.84
Pipelayer [2]
96.00 HR
$51.05
$9,801.60
Laborer [2]
96.00 HR
$44.30
$8,505.60
Truck Driver
96.00 HR
$55.19
$5,298.24
Water Truck Driver
96.00 HR
$55.19
$5,298.24
1/2 Sack Slurry
403.13 CY
$103.51
$41,727.47
Aggregate - ABC MAG Spec
56.70 TON
$20.00
$1,134.00
Trucking (1.00 DY, 11.50 Trucks, 5.75
EACH/HR)
46.00 EACH
$270.00
$12,420.00
DUMP FEES
46.00 LOAD
$75.00
$3,450.00
Shoring
22.00 DY
$1,850.00
$40,700.00
Testing Structure
3.00 EACH
48.00
16.00
$2,325.00
$6,975.00
Manhole Testing (2.00 EACH/DY, 1.50 DY)
3.00 EACH
48.00
16.00
$2,325.00
$6,975.00
F-250 to F-450
12.00 HR
$39.86
$478.32
42-78 Inch Plug [2]
12.00 HR
$19.88
$477.12
185 Compressor
12.00 HR
$51.69
$620.28
Backhoe Light
12.00 HR
$86.11
$1,033.32
24-inch Trailer Mounted Blower
12.00 HR
$51.25
$615.00
Confined Space Equipment
12.00 HR
$15.63
$187.56
Flatbed Trailers 12 to 18 Fort Trailer
12.00 HR
$12.75
$153.00
Vac Trailer 500 Gallon
12.00 HR
$56.36
$676.32
Foreman
12.00 HR
$77.15
$925.80
Pipelayer
12.00 HR
$51.05
$612.60
Laborer
12.00 HR
$44.30
$531.60
Operator: Small Equipment
12.00 HR
$55.34
$664.08
MH Adjustment
3.00 EACH
48.00
16.00
$1,745.52
$5,236.56
RH-Manhole Raised Crew (2.00 EACH/DY, 1.50
DY)
3.00 EACH
48.00
16.00
$1,460.60
$4,381.80
F-250 to F-450
12.00 HR
$39.86
$478.32
Backhoe Light
12.00 HR
$86.11
$1,033.32
Flatbed Trailers 12 to 18 Fort Trailer
12.00 HR
$12.75
$153.00
Foreman
12.00 HR
$77.15
$925.80
Laborer [2]
12.00 HR
$44.30
$1,063.20
Operator: Large Equipment
12.00 HR
$60.68
$728.16
CONCRETE - MAG AA (4000 PSI)
4.00 CY
$151.19
$604.76
Concrete - Short Load Fee
1.00 EACH
$250.00
$250.00
Buy Manholes
3.00 EACH
0.00
0.00
$90,000.00
$270,000.00
Manhole - Polymer Manhole - 60"
3.00 EACH
$90,000.00
$270,000.00
Crane For Manhole Installation
3.00 EACH
$9,500.00
$28,500.00
1.00 EACH
896.00
896.00
$348,571.50
$348,571.50
13 - Remove Existing Manhole 756004803 And
Replace With 60" Polymer Concrete Sewer
Manhole With 96" Precast Base (MH No. 4)
Install 60" Manhole
1.00 EACH
896.00
896.00
$339,071.50
$339,071.50
Hydro Excavate Around Pipe
1.00 EACH
64.00
64.00
$10,737.92
$10,737.92
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 10 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
GC-Combo Hydro Truck Crew (0.25 EACH/DY,
4.00 DY)
1.00 EACH
64.00
64.00
$10,737.92
$10,737.92
Combo Vactor Truck
32.00 HR
$225.00
$7,200.00
Combo Truck Assistant
32.00 HR
$48.46
$1,550.72
Combo Truck Operator
32.00 HR
$62.10
$1,987.20
Cut Pipe
2.00 EACH
$1,800.00
$3,600.00
MH Adjustment
1.00 EACH
16.00
16.00
$2,095.60
$2,095.60
RH-Manhole Raised Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
16.00
16.00
$1,460.60
$1,460.60
F-250 to F-450
4.00 HR
$39.86
$159.44
Backhoe Light
4.00 HR
$86.11
$344.44
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Operator: Large Equipment
4.00 HR
$60.68
$242.72
CONCRETE - MAG AA (4000 PSI)
4.20 CY
$151.19
$635.00
Excavate And Backfill Manhole
1.00 EACH
720.00
720.00
$184,833.01
$184,833.01
SL-Manhole Coated 7ft Diameter Appurtenance
Crew (0.10 EACH/DY, 10.00 DY)
1.00 EACH
720.00
720.00
$135,637.60
$135,637.60
F-250 to F-450
80.00 HR
$39.86
$3,188.80
Dump Truck - 10 Wheel
80.00 HR
$88.40
$7,072.00
Water Truck 4000Gal
80.00 HR
$75.36
$6,028.80
Cat 395 (Weight 190K)
80.00 HR
$398.75
$31,900.00
Excavator - 160 K LB
80.00 HR
$304.86
$24,388.80
Cat 950
80.00 HR
$104.46
$8,356.80
Backhoe Light
80.00 HR
$86.11
$6,888.80
Hydraulic Hammer 10k FT LB
80.00 HR
$88.45
$7,076.00
Foreman
80.00 HR
$77.15
$6,172.00
Laborer [2]
80.00 HR
$44.30
$7,088.00
Operator: Large Equipment [3]
80.00 HR
$60.68
$14,563.20
Pipelayer
80.00 HR
$51.05
$4,084.00
Truck Driver
80.00 HR
$55.19
$4,415.20
Water Truck Driver
80.00 HR
$55.19
$4,415.20
1/2 Sack Slurry
288.75 CY
$103.51
$29,888.51
Aggregate - ABC MAG Spec
23.10 TON
$20.00
$462.00
Trucking (1.00 DY, 8.75 Trucks, 4.38 EACH/HR)
35.00 EACH
$270.00
$9,450.00
Dump Fee - Concrete
4.00 LOAD
$195.00
$780.00
DUMP FEES
31.00 LOAD
$100.00
$3,100.00
Pipe - PVC SDR 26 Pipe 48in
16.00 LF
$344.68
$5,514.90
Testing Structure
1.00 EACH
16.00
16.00
$2,328.24
$2,328.24
Manhole Testing (2.00 EACH/DY, 0.50 DY)
1.00 EACH
16.00
16.00
$2,328.24
$2,328.24
F-250 to F-450
4.00 HR
$39.86
$159.44
42-78 Inch Plug [2]
4.00 HR
$19.88
$159.04
185 Compressor
4.00 HR
$51.69
$206.76
Backhoe Light
4.00 HR
$86.11
$344.44
24-inch Trailer Mounted Blower
4.00 HR
$51.25
$205.00
Confined Space Equipment
4.00 HR
$15.63
$62.52
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 11 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Vac Trailer 500 Gallon
4.00 HR
$56.36
$225.44
Foreman
4.00 HR
$77.15
$308.60
Laborer
4.00 HR
$44.30
$177.20
Leadman
4.00 HR
$51.86
$207.44
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Install Pipe Collar
1.00 EACH
80.00
80.00
$11,661.74
$11,661.74
Install Pipe Collar 66" Pipe (0.50 EACH/DY, 2.00
DY)
1.00 EACH
80.00
80.00
$9,977.76
$9,977.76
F-250 to F-450
16.00 HR
$39.86
$637.76
Excavator - 160 K LB
16.00 HR
$304.86
$4,877.76
Foreman
16.00 HR
$77.15
$1,234.40
Pipelayer [2]
16.00 HR
$51.05
$1,633.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Forms And Bar
1.00 EACH
$750.00
$750.00
Ready Mix Concrete - MAG C 2000
6.30 CY
$148.25
$933.98
Buy Manholes
1.00 EACH
0.00
0.00
$96,065.00
$96,065.00
Manhole - Polymer Manhole - 60"
1.00 EACH
$96,065.00
$96,065.00
Shoring
15.00 DY
$1,850.00
$27,750.00
Crane For Manhole Installation
1.00 EACH
$9,500.00
$9,500.00
639.00 LF
1,909.40
2.99
$5,973.99
$3,817,381.
41
14 - Furnish & Install 66" Sanitary Sewer (Hobas
Flush Reline Joint) Inside 86" Steel Casing
Excavate Jack & Bore Pits And Set Shoring
2.00 EACH
1,008.00
504.00
$110,520.62
$221,041.24
J&B Excavation Crew (0.14 EACH/DY, 14.00 DY)
2.00 EACH
1,008.00
504.00
$89,993.12
$179,986.24
F-250 to F-450
112.00 HR
$39.86
$4,464.32
Backhoe Light
112.00 HR
$86.11
$9,644.32
Cat 395 (Weight 190K)
112.00 HR
$398.75
$44,660.00
Cat 950
112.00 HR
$104.46
$11,699.52
Dump Truck - 10 Wheel
112.00 HR
$88.40
$9,900.80
Excavator - 160 K LB
112.00 HR
$304.86
$34,144.32
Water Truck 4000Gal
112.00 HR
$75.36
$8,440.32
Foreman
112.00 HR
$77.15
$8,640.80
Laborer [2]
112.00 HR
$44.30
$9,923.20
Operator: Large Equipment [3]
112.00 HR
$60.68
$20,388.48
Pipelayer
112.00 HR
$51.05
$5,717.60
Truck Driver
112.00 HR
$55.19
$6,181.28
Water Truck Driver
112.00 HR
$55.19
$6,181.28
Trucking (1.00 DY, 29.75 Trucks, 14.88
EACH/HR)
119.00 EACH
$270.00
$32,130.00
DUMP FEES
119.00 LOAD
$75.00
$8,925.00
Backfill Jack & Bore Pits And Set Shoring
2.00 EACH
616.00
308.00
$85,310.23
$170,620.46
J&B Backfill Crew (0.29 EACH/DY, 7.00 DY)
2.00 EACH
616.00
308.00
$53,037.60
$106,075.20
Backhoe Light
56.00 HR
$86.11
$4,822.16
Cat 395 (Weight 190K)
56.00 HR
$398.75
$22,330.00
Cat 950
56.00 HR
$104.46
$5,849.76
Dump Truck - 10 Wheel [3]
56.00 HR
$88.40
$14,851.20
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 12 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Excavator - 160 K LB
56.00 HR
$304.86
$17,072.16
F-250 to F-450
56.00 HR
$39.86
$2,232.16
Water Truck 4000Gal
56.00 HR
$75.36
$4,220.16
Foreman
56.00 HR
$77.15
$4,320.40
Laborer [2]
56.00 HR
$44.30
$4,961.60
Operator: Large Equipment [3]
56.00 HR
$60.68
$10,194.24
Pipelayer
56.00 HR
$51.05
$2,858.80
Truck Driver [3]
56.00 HR
$55.19
$9,271.92
Water Truck Driver
56.00 HR
$55.19
$3,090.64
Aggregate - ABC MAG Spec
1,227.45 TON
$20.00
$24,549.00
1/2 Sack Slurry
386.40 CY
$103.51
$39,996.26
J&B Casing Installation
639.00 LF
256.40
0.40
$4,931.21
$3,151,043.27
J&B Sub Furnish & Install Casing (W/ 1.5% Bond)
639.00 LF
$4,308.68
$2,753,246.52
Trucking (13.75 DY, 2.00 Trucks, 1.00 EACH/HR)
110.00 EACH
$270.00
$29,700.00
DUMP FEES
110.00 LOAD
$75.00
$8,250.00
J&B Support Crew & Spoil Haul - Off (9.97 LF/DY,
64.10 DY)
639.00 LF
256.40
0.40
$167.55
$107,066.75
Cat 950
512.80 HR
$104.46
$53,567.35
Water Truck 4000Gal
512.80 HR
$75.36
$38,644.80
Operator: Large Equipment [0.25]
512.80 HR
$60.68
$7,779.21
Water Truck Driver [0.25]
512.80 HR
$55.19
$7,075.39
66" Hobas Pipe Flush Reline
660.00 LF
$383.00
$252,780.00
Temp Fence Around Pits
7.00 MO
$350.00
$2,450.00
Shoring
7.00 MO
$38,280.02
$267,960.14
Sewerline Testing
639.00 LF
29.00
0.05
$6.68
$4,266.30
Sewerline Testing Crew (1,278.00 LF/DY, 0.50
DY)
639.00 LF
20.00
0.03
$3.95
$2,526.80
42-78 Inch Plug [2]
4.00 HR
$19.88
$159.04
185 Compressor
4.00 HR
$51.69
$206.76
Backhoe Light
4.00 HR
$86.11
$344.44
24-inch Trailer Mounted Blower
4.00 HR
$51.25
$205.00
Confined Space Equipment
4.00 HR
$15.63
$62.52
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Vac Trailer 500 Gallon
4.00 HR
$56.36
$225.44
F-250 to F-450
4.00 HR
$39.86
$159.44
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Leadman
4.00 HR
$51.86
$207.44
Operator: Large Equipment
4.00 HR
$60.68
$242.72
GC-Combo Hydro Truck Crew (2,556.00 LF/DY,
0.25 DY)
639.00 LF
4.00
0.01
$1.05
$671.12
Combo Vactor Truck
2.00 HR
$225.00
$450.00
Combo Truck Assistant
2.00 HR
$48.46
$96.92
Combo Truck Operator
2.00 HR
$62.10
$124.20
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(1,278.00 LF/DY, 0.50 DY)
639.00 LF
5.00
0.01
$1.67
$1,068.38
Camera Truck
4.00 HR
$165.00
$660.00
CCTV Technician
5.00 HR
$81.68
$408.38
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 13 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
2.00 EACH
512.00
256.00
$83,716.80
$167,433.60
15 - Remove Existing 48" Sanitary Sewer Prior To
Steel Casing
Remove Existing 48" Sewer & Backfill
2.00 EACH
512.00
256.00
$83,716.80
$167,433.60
Sewer Removal Crew (0.25 EACH/DY, 8.00 DY)
2.00 EACH
512.00
256.00
$39,553.28
$79,106.56
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Backhoe Light
64.00 HR
$86.11
$5,511.04
Cat 950
64.00 HR
$104.46
$6,685.44
Dump Truck - 10 Wheel
64.00 HR
$88.40
$5,657.60
Excavator - 160 K LB
64.00 HR
$304.86
$19,511.04
Hydraulic Hammer 10k FT LB
64.00 HR
$88.45
$5,660.80
Water Truck 4000Gal
64.00 HR
$75.36
$4,823.04
Foreman
64.00 HR
$77.15
$4,937.60
Laborer [2]
64.00 HR
$44.30
$5,670.40
Operator: Large Equipment [2]
64.00 HR
$60.68
$7,767.04
Pipelayer
64.00 HR
$51.05
$3,267.20
Truck Driver
64.00 HR
$55.19
$3,532.16
Water Truck Driver
64.00 HR
$55.19
$3,532.16
Trucking (1.00 DY, 10.00 Trucks, 5.00 EACH/HR)
40.00 EACH
$270.00
$10,800.00
DUMP FEES
40.00 LOAD
$75.00
$3,000.00
Shoring For Sta. 107+96
6.00 DY
$500.00
$3,000.00
Slide Rail For Sta. 108+65 (Pipe Is 5' From ADOT
Canal)
2.00 WK
$14,936.87
$29,873.74
Cut Pipe
4.00 EACH
$1,800.00
$7,200.00
1/2 Sack Slurry
332.85 CY
$103.51
$34,453.30
1.00 EACH
4,304.00
4,304.00
$3,098,028.
38
$3,098,028.
38
16 - Furnish & Install New Junction Structure B
Excavate Pit, Set Slide Rail/Shoring, & Prep
Subgrade
1.00 EACH
2,400.00
2,400.00
$513,495.57
$513,495.57
Excavation (0.04 EACH/DY, 25.00 DY)
1.00 EACH
2,200.00
2,200.00
$360,332.00
$360,332.00
F-250 to F-450
200.00 HR
$39.86
$7,972.00
Foreman
200.00 HR
$77.15
$15,430.00
Laborer [2]
200.00 HR
$44.30
$17,720.00
Pipelayer [2]
200.00 HR
$51.05
$20,420.00
Water Truck Driver
200.00 HR
$55.19
$11,038.00
Dump Truck - 10 Wheel [2]
200.00 HR
$88.40
$35,360.00
Water Truck 4000Gal
200.00 HR
$75.36
$15,072.00
Cat 395 (Weight 190K)
200.00 HR
$398.75
$79,750.00
Excavator - 160 K LB
200.00 HR
$304.86
$60,972.00
Cat 950
200.00 HR
$104.46
$20,892.00
Backhoe Light
200.00 HR
$86.11
$17,222.00
Operator: Large Equipment [3]
200.00 HR
$60.68
$36,408.00
Truck Driver [2]
200.00 HR
$55.19
$22,076.00
Structure Subgrade Prep Crew (441.80 SF/DY,
5.00 DY)
2,209.00 SF
200.00
0.09
$9.08
$20,048.00
F-250 to F-450
40.00 HR
$39.86
$1,594.40
Water Truck 4000Gal
40.00 HR
$75.36
$3,014.40
Cat 239 Skid Steer
40.00 HR
$71.84
$2,873.60
Trench Compactor Remote Control
40.00 HR
$31.11
$1,244.40
Foreman
40.00 HR
$77.15
$3,086.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 14 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Laborer
40.00 HR
$44.30
$1,772.00
Operator: Small Equipment
40.00 HR
$55.34
$2,213.60
Pipelayer
40.00 HR
$51.05
$2,042.00
Water Truck Driver
40.00 HR
$55.19
$2,207.60
Trucking (1.00 DY, 66.25 Trucks, 33.13
EACH/HR)
265.00 EACH
$270.00
$71,550.00
DUMP FEES
265.00 LOAD
$100.00
$26,500.00
Aggregate - ABC MAG Spec
242.55 TON
$20.00
$4,851.00
1/2 Sack Slurry
291.90 CY
$103.51
$30,214.57
Soft Dig Corners / Pipe
15.00 DY
240.00
16.00
$2,684.48
$40,267.20
GC-Combo Hydro Truck Crew (1.00 DY/DY, 15.00
DY)
15.00 DY
240.00
16.00
$2,684.48
$40,267.20
Combo Vactor Truck
120.00 HR
$225.00
$27,000.00
Combo Truck Assistant
120.00 HR
$48.46
$5,815.20
Combo Truck Operator
120.00 HR
$62.10
$7,452.00
Remove Slide Rail & Backfill
1.00 EACH
576.00
576.00
$213,795.55
$213,795.55
Remove Slide Rail & Backfill Crew (0.13 EACH/DY,
8.00 DY)
1.00 EACH
576.00
576.00
$91,415.68
$91,415.68
Cat 395 (Weight 190K)
64.00 HR
$398.75
$25,520.00
Cat 950
64.00 HR
$104.46
$6,685.44
Excavator - 160 K LB
64.00 HR
$304.86
$19,511.04
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Water Truck 4000Gal
64.00 HR
$75.36
$4,823.04
Foreman
64.00 HR
$77.15
$4,937.60
Laborer [2]
64.00 HR
$44.30
$5,670.40
Operator: Large Equipment [3]
64.00 HR
$60.68
$11,650.56
Pipelayer [2]
64.00 HR
$51.05
$6,534.40
Water Truck Driver
64.00 HR
$55.19
$3,532.16
1/2 Sack Slurry
1,182.30 CY
$103.51
$122,379.87
Slide Rail Shoring
8.00 MO
$67,054.72
$536,437.76
Crane For Slide Rail Installation & Remove
5.00 DY
$9,500.00
$47,500.00
PVC T-Lock Installation (Sonco) (Sonco
Construction, Inc.)
1.00 LS
$223,760.00
$223,760.00
CIP Structure B Subcontractor (CS Construction
Inc)
1.00 LS
$931,382.40
$931,382.40
CIP Structure Material Buy
1.00 EACH
0.00
0.00
$478,157.74
$478,157.74
Stop Logs
1.00 LS
$270,034.00
$270,034.00
Davit Crane
1.00 LS
$10,258.50
$10,258.50
Access Hatch
1.00 LS
$41,305.95
$41,305.95
FRP Grating
1.00 LS
$148,343.72
$148,343.72
Misc Hardware, Anchors, Kor-N-Seal Boots,
Braided Rope, Signs, Etc.
1.00 LS
$8,215.57
$8,215.57
Structure Leak Test
1.00 LS
320.00
320.00
$49,680.80
$49,680.80
Manhole Testing (0.10 EACH/DY, 10.00 DY)
1.00 EACH
320.00
320.00
$49,680.80
$49,680.80
F-250 to F-450
80.00 HR
$39.86
$3,188.80
42-78 Inch Plug [4]
80.00 HR
$19.88
$6,361.60
185 Compressor
80.00 HR
$51.69
$4,135.20
Backhoe Light
80.00 HR
$86.11
$6,888.80
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 15 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
24-inch Trailer Mounted Blower
80.00 HR
$51.25
$4,100.00
Confined Space Equipment
80.00 HR
$15.63
$1,250.40
Flatbed Trailers 12 to 18 Fort Trailer
80.00 HR
$12.75
$1,020.00
Vac Trailer 500 Gallon
80.00 HR
$56.36
$4,508.80
Foreman
80.00 HR
$77.15
$6,172.00
Pipelayer
80.00 HR
$51.05
$4,084.00
Laborer
80.00 HR
$44.30
$3,544.00
Operator: Small Equipment
80.00 HR
$55.34
$4,427.20
Install Grating
1.00 EACH
480.00
480.00
$37,969.60
$37,969.60
Structure Assembly Crew (0.10 EACH/DY, 10.00
DY)
1.00 EACH
480.00
480.00
$37,969.60
$37,969.60
Backhoe Light
80.00 HR
$86.11
$6,888.80
F-250 to F-450
80.00 HR
$39.86
$3,188.80
Confined Space Equipment
80.00 HR
$15.63
$1,250.40
Foreman
80.00 HR
$77.15
$6,172.00
Laborer
80.00 HR
$44.30
$3,544.00
Operator: Small Equipment
80.00 HR
$55.34
$4,427.20
Pipelayer
80.00 HR
$51.05
$4,084.00
Concrete Finisher [2]
80.00 HR
$52.59
$8,414.40
Install Stop Logs
3.00 EACH
288.00
96.00
$7,593.92
$22,781.76
Structure Assembly Crew (0.50 EACH/DY, 6.00
DY)
3.00 EACH
288.00
96.00
$7,593.92
$22,781.76
Backhoe Light
48.00 HR
$86.11
$4,133.28
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Confined Space Equipment
48.00 HR
$15.63
$750.24
Foreman
48.00 HR
$77.15
$3,703.20
Laborer
48.00 HR
$44.30
$2,126.40
Operator: Small Equipment
48.00 HR
$55.34
$2,656.32
Pipelayer
48.00 HR
$51.05
$2,450.40
Concrete Finisher [2]
48.00 HR
$52.59
$5,048.64
Temp Fence Around Pits
8.00 MO
$350.00
$2,800.00
1.00 EACH
1,792.00
1,792.00
$1,263,349.
01
$1,263,349.
01
17 - Furnish & Install New Junction Structure C
Excavate/Set Slide Rail And Remove Slide
Rail/Backfill Of Structure
1.00 EACH
1,200.00
1,200.00
$253,237.48
$253,237.48
Structure Excavation & Backfill Crew (0.07
EACH/DY, 15.00 DY)
1.00 EACH
1,200.00
1,200.00
$198,968.40
$198,968.40
Backhoe Light
120.00 HR
$86.11
$10,333.20
Cat 395 (Weight 190K)
120.00 HR
$398.75
$47,850.00
Cat 950
120.00 HR
$104.46
$12,535.20
Dump Truck - 10 Wheel
120.00 HR
$88.40
$10,608.00
Excavator - 160 K LB
120.00 HR
$304.86
$36,583.20
F-250 to F-450
120.00 HR
$39.86
$4,783.20
Water Truck 4000Gal
120.00 HR
$75.36
$9,043.20
Foreman
120.00 HR
$77.15
$9,258.00
Laborer [2]
120.00 HR
$44.30
$10,632.00
Operator: Large Equipment [3]
120.00 HR
$60.68
$21,844.80
Pipelayer [2]
120.00 HR
$51.05
$12,252.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 16 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Truck Driver
120.00 HR
$55.19
$6,622.80
Water Truck Driver
120.00 HR
$55.19
$6,622.80
1/2 Sack Slurry
320.25 CY
$103.51
$33,149.08
Aggregate - ABC MAG Spec
38.50 TON
$20.00
$770.00
DUMP FEES
55.00 LOAD
$100.00
$5,500.00
Trucking (6.25 DY, 2.20 Trucks, 1.10 EACH/HR)
55.00 EACH
$270.00
$14,850.00
Soft Dig Corners / Pipe
10.00 DY
160.00
16.00
$2,684.48
$26,844.80
GC-Combo Hydro Truck Crew (1.00 DY/DY, 10.00
DY)
10.00 DY
160.00
16.00
$2,684.48
$26,844.80
Combo Vactor Truck
80.00 HR
$225.00
$18,000.00
Combo Truck Assistant
80.00 HR
$48.46
$3,876.80
Combo Truck Operator
80.00 HR
$62.10
$4,968.00
Crane For Structure Installation
1.00 EACH
$25,938.00
$25,938.00
Crane For Slide Rail Installation & Remove
2.00 EACH
$9,500.00
$19,000.00
Testing Structure
1.00 EACH
80.00
80.00
$12,475.28
$12,475.28
Manhole Testing (0.50 EACH/DY, 2.00 DY)
1.00 EACH
80.00
80.00
$10,425.28
$10,425.28
F-250 to F-450
16.00 HR
$39.86
$637.76
42-78 Inch Plug [3]
16.00 HR
$19.88
$954.24
185 Compressor
16.00 HR
$51.69
$827.04
Backhoe Light
16.00 HR
$86.11
$1,377.76
24-inch Trailer Mounted Blower
16.00 HR
$51.25
$820.00
Confined Space Equipment
16.00 HR
$15.63
$250.08
Flatbed Trailers 12 to 18 Fort Trailer
16.00 HR
$12.75
$204.00
Vac Trailer 500 Gallon
16.00 HR
$56.36
$901.76
Foreman
16.00 HR
$77.15
$1,234.40
Operator: Large Equipment
16.00 HR
$60.68
$970.88
Laborer [2]
16.00 HR
$44.30
$1,417.60
Leadman
16.00 HR
$51.86
$829.76
Grout Exterior Joint
100.00 EACH
$20.50
$2,050.00
Material Buy
1.00 EACH
0.00
0.00
$830,218.21
$830,218.21
Junction Structure C
1.00 EACH
$561,245.00
$561,245.00
Stop Logs
1.00 LS
$186,689.00
$186,689.00
Access Hatch
1.00 LS
$31,027.00
$31,027.00
Davit Crane
1.00 LS
$10,258.50
$10,258.50
FRP Grating
1.00 LS
$32,783.14
$32,783.14
Misc Hardware, Anchors, Kor-N-Seal Boots,
Braided Rope, Signs, Etc.
1.00 LS
$8,215.57
$8,215.57
Slide Rail Shoring System
3.00 MO
$21,540.00
$64,620.00
Install Grating
1.00 EACH
160.00
160.00
$14,777.40
$14,777.40
CP-Concrete Replace Crew (0.20 EACH/DY, 5.00
DY)
1.00 EACH
160.00
160.00
$14,777.40
$14,777.40
Backhoe Light
40.00 HR
$86.11
$3,444.40
F-250 to F-450
40.00 HR
$39.86
$1,594.40
Confined Space Equipment
5.00 DY
$125.00
$625.00
Foreman
40.00 HR
$77.15
$3,086.00
Laborer
40.00 HR
$44.30
$1,772.00
Operator: Small Equipment
40.00 HR
$55.34
$2,213.60
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 17 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Pipelayer
40.00 HR
$51.05
$2,042.00
Install Stop Logs
2.00 EACH
192.00
96.00
$7,593.92
$15,187.84
Structure Assembly Crew (0.50 EACH/DY, 4.00
DY)
2.00 EACH
192.00
96.00
$7,593.92
$15,187.84
Backhoe Light
32.00 HR
$86.11
$2,755.52
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Confined Space Equipment
32.00 HR
$15.63
$500.16
Foreman
32.00 HR
$77.15
$2,468.80
Laborer
32.00 HR
$44.30
$1,417.60
Operator: Small Equipment
32.00 HR
$55.34
$1,770.88
Pipelayer
32.00 HR
$51.05
$1,633.60
Concrete Finisher [2]
32.00 HR
$52.59
$3,365.76
Temp Fence Around Pits
3.00 MO
$350.00
$1,050.00
1.00 EACH
888.00
888.00
$313,292.32
$313,292.32
18 - Furnish & Install Junction Structure D (60"
Polymer Concrete Manhole With 84" Base)
Install 60" Manhole On 84" Precast Base
1.00 EACH
888.00
888.00
$303,792.32
$303,792.32
Excavate And Backfill Manhole
1.00 EACH
720.00
720.00
$183,585.21
$183,585.21
Structure Excavation & Backfill Crew (0.10
EACH/DY, 10.00 DY)
1.00 EACH
720.00
720.00
$135,637.60
$135,637.60
F-250 to F-450
80.00 HR
$39.86
$3,188.80
Dump Truck - 10 Wheel
80.00 HR
$88.40
$7,072.00
Water Truck 4000Gal
80.00 HR
$75.36
$6,028.80
Cat 395 (Weight 190K)
80.00 HR
$398.75
$31,900.00
Excavator - 160 K LB
80.00 HR
$304.86
$24,388.80
Cat 950
80.00 HR
$104.46
$8,356.80
Backhoe Light
80.00 HR
$86.11
$6,888.80
Hydraulic Hammer 10k FT LB
80.00 HR
$88.45
$7,076.00
Foreman
80.00 HR
$77.15
$6,172.00
Operator: Large Equipment [3]
80.00 HR
$60.68
$14,563.20
Pipelayer
80.00 HR
$51.05
$4,084.00
Laborer [2]
80.00 HR
$44.30
$7,088.00
Truck Driver
80.00 HR
$55.19
$4,415.20
Water Truck Driver
80.00 HR
$55.19
$4,415.20
1/2 Sack Slurry
281.40 CY
$103.51
$29,127.71
Aggregate - ABC MAG Spec
22.00 TON
$20.00
$440.00
Trucking (1.00 DY, 9.25 Trucks, 4.63 EACH/HR)
37.00 EACH
$270.00
$9,990.00
Dump Fee - Concrete
4.00 UNIT
$100.00
$400.00
DUMP FEES
33.00 LOAD
$75.00
$2,475.00
Pipe - PVC SDR 26 Pipe 48in
16.00 LF
$344.68
$5,514.90
Cut Pipe
2.00 EACH
$1,800.00
$3,600.00
MH Adjustment
1.00 EACH
16.00
16.00
$1,778.10
$1,778.10
RH-Manhole Raised Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
16.00
16.00
$1,460.60
$1,460.60
F-250 to F-450
4.00 HR
$39.86
$159.44
Backhoe Light
4.00 HR
$86.11
$344.44
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 18 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Operator: Large Equipment
4.00 HR
$60.68
$242.72
CONCRETE - MAG AA (4000 PSI)
2.10 CY
$151.19
$317.50
Testing Structure
1.00 EACH
32.00
32.00
$4,118.40
$4,118.40
Manhole Testing (1.00 EACH/DY, 1.00 DY)
1.00 EACH
32.00
32.00
$4,118.40
$4,118.40
F-250 to F-450
8.00 HR
$39.86
$318.88
42-78 Inch Plug [2]
8.00 HR
$19.88
$318.08
185 Compressor
8.00 HR
$29.85
$238.80
Backhoe Light
8.00 HR
$40.69
$325.52
24-inch Trailer Mounted Blower
8.00 HR
$51.25
$410.00
Confined Space Equipment
8.00 HR
$15.63
$125.04
Flatbed Trailers 12 to 18 Fort Trailer
8.00 HR
$12.75
$102.00
Vac Trailer 500 Gallon
8.00 HR
$56.36
$450.88
Foreman
8.00 HR
$77.15
$617.20
Laborer
8.00 HR
$44.30
$354.40
Leadman
8.00 HR
$51.86
$414.88
Operator: Small Equipment
8.00 HR
$55.34
$442.72
Install Pipe Collar
1.00 EACH
120.00
120.00
$31,650.62
$31,650.62
Install Pipe Collar 66" Pipe (0.33 EACH/DY, 3.00
DY)
1.00 EACH
120.00
120.00
$14,966.64
$14,966.64
F-250 to F-450
24.00 HR
$39.86
$956.64
Excavator - 160 K LB
24.00 HR
$304.86
$7,316.64
Foreman
24.00 HR
$77.15
$1,851.60
Pipelayer [2]
24.00 HR
$51.05
$2,450.40
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Forms And Bar
1.00 EACH
$750.00
$750.00
Ready Mix Concrete - MAG C 2000
6.30 CY
$148.25
$933.98
FRP End Treatment
1.00 EACH
$15,000.00
$15,000.00
Buy Manholes
1.00 EACH
0.00
0.00
$53,160.00
$53,160.00
Manhole - Polymer Manhole - 60"
1.00 EACH
$53,160.00
$53,160.00
Shoring
14.00 DY
$1,850.00
$25,900.00
Crane For Manhole Installation
1.00 EACH
$9,500.00
$9,500.00
1.00 EACH
2,380.00
2,380.00
$1,176,438.
77
$1,176,438.
77
19 - Furnish & Install New Junction Structure E
Excavate/Set Slide Rail And Remove Slide
Rail/Backfill Of Structure
1.00 EACH
2,000.00
2,000.00
$408,466.27
$408,466.27
Structure Excavation & Backfill Crew (0.04
EACH/DY, 25.00 DY)
1.00 EACH
2,000.00
2,000.00
$349,304.00
$349,304.00
Backhoe Light
200.00 HR
$86.11
$17,222.00
Cat 395 (Weight 190K)
200.00 HR
$398.75
$79,750.00
Cat 950
200.00 HR
$104.46
$20,892.00
Dump Truck - 10 Wheel
200.00 HR
$88.40
$17,680.00
Excavator - 160 K LB
200.00 HR
$304.86
$60,972.00
F-250 to F-450
200.00 HR
$39.86
$7,972.00
Hydraulic Hammer 10k FT LB
200.00 HR
$88.45
$17,690.00
Water Truck 4000Gal
200.00 HR
$75.36
$15,072.00
Foreman
200.00 HR
$77.15
$15,430.00
Laborer [2]
200.00 HR
$44.30
$17,720.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 19 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Operator: Large Equipment [3]
200.00 HR
$60.68
$36,408.00
Pipelayer [2]
200.00 HR
$51.05
$20,420.00
Truck Driver
200.00 HR
$55.19
$11,038.00
Water Truck Driver
200.00 HR
$55.19
$11,038.00
1/2 Sack Slurry
349.65 CY
$103.51
$36,192.27
Aggregate - ABC MAG Spec
38.50 TON
$20.00
$770.00
DUMP FEES
60.00 LOAD
$100.00
$6,000.00
Trucking (6.25 DY, 2.40 Trucks, 1.20 EACH/HR)
60.00 EACH
$270.00
$16,200.00
Soft Dig Corners / Pipe
10.00 DY
160.00
16.00
$2,684.48
$26,844.80
GC-Combo Hydro Truck Crew (1.00 DY/DY, 10.00
DY)
10.00 DY
160.00
16.00
$2,684.48
$26,844.80
Combo Truck Assistant
80.00 HR
$48.46
$3,876.80
Combo Truck Operator
80.00 HR
$62.10
$4,968.00
Combo Vactor Truck
80.00 HR
$225.00
$18,000.00
Saw Cut Pipe
2.00 EACH
$1,500.00
$3,000.00
Crane For Structure Installation
1.00 EACH
$25,938.00
$25,938.00
Crane For Slide Rail Installation & Remove
2.00 DY
$9,500.00
$19,000.00
Testing Structure
1.00 EACH
60.00
60.00
$9,868.96
$9,868.96
Manhole Testing (0.67 EACH/DY, 1.50 DY)
1.00 EACH
60.00
60.00
$7,818.96
$7,818.96
F-250 to F-450
12.00 HR
$39.86
$478.32
42-78 Inch Plug [3]
12.00 HR
$19.88
$715.68
185 Compressor
12.00 HR
$51.69
$620.28
Backhoe Light
12.00 HR
$86.11
$1,033.32
24-inch Trailer Mounted Blower
12.00 HR
$51.25
$615.00
Confined Space Equipment
12.00 HR
$15.63
$187.56
Flatbed Trailers 12 to 18 Fort Trailer
12.00 HR
$12.75
$153.00
Vac Trailer 500 Gallon
12.00 HR
$56.36
$676.32
Foreman
12.00 HR
$77.15
$925.80
Operator: Large Equipment
12.00 HR
$60.68
$728.16
Laborer [2]
12.00 HR
$44.30
$1,063.20
Leadman
12.00 HR
$51.86
$622.32
Grout Exterior Joint
100.00 EACH
$20.50
$2,050.00
Material Buy
1.00 EACH
0.00
0.00
$602,873.14
$602,873.14
Junction Structure E (Armorock Polymer)
1.00 EACH
$552,735.00
$552,735.00
Access Hatch
1.00 LS
$17,355.00
$17,355.00
FRP Grating
1.00 LS
$32,783.14
$32,783.14
Slide Rail Shoring System
3.00 MO
$21,540.00
$64,620.00
Install Grating
1.00 EACH
160.00
160.00
$14,777.60
$14,777.60
CP-Concrete Replace Crew (0.20 EACH/DY, 5.00
DY)
1.00 EACH
160.00
160.00
$14,777.60
$14,777.60
Backhoe Light
40.00 HR
$86.11
$3,444.40
F-250 to F-450
40.00 HR
$39.86
$1,594.40
Foreman
40.00 HR
$77.15
$3,086.00
Laborer
40.00 HR
$44.30
$1,772.00
Operator: Small Equipment
40.00 HR
$55.34
$2,213.60
Pipelayer
40.00 HR
$51.05
$2,042.00
Confined Space Equipment
40.00 HR
$15.63
$625.20
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 20 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Temp Fence Around Pits
3.00 MO
$350.00
$1,050.00
8.00 EACH
1,613.33
201.67
$69,859.71
$558,877.72
20 - Install 60" Polymer Concrete Manhole Insert
And 30" Diameter Composite Frame/Cover
(Inserts)
Install Inserts
8.00 EACH
1,109.33
138.67
$21,930.36
$175,442.88
RH-Manhole Insert Install Crew (0.50 EACH/DY,
16.00 DY)
8.00 EACH
512.00
64.00
$7,480.96
$59,847.68
Dump Truck - 10 Wheel
128.00 HR
$88.40
$11,315.20
Excavator - 35K LB
128.00 HR
$105.46
$13,498.88
F-250 to F-450
128.00 HR
$39.86
$5,102.08
Flatbed Trailers 12 to 18 Fort Trailer
128.00 HR
$12.75
$1,632.00
Foreman
128.00 HR
$77.15
$9,875.20
Laborer [2]
128.00 HR
$44.30
$11,340.80
Operator: Small Equipment
128.00 HR
$55.34
$7,083.52
Mountain Grout
62.00 EACH
$450.00
$27,900.00
DUMP FEES
16.00 LOAD
$100.00
$1,600.00
RH-Manhole Insert Backfill Crew (0.50 EACH/DY,
16.00 DY)
8.00 EACH
512.00
64.00
$7,480.96
$59,847.68
Dump Truck - 10 Wheel
128.00 HR
$88.40
$11,315.20
Excavator - 35K LB
128.00 HR
$105.46
$13,498.88
F-250 to F-450
128.00 HR
$39.86
$5,102.08
Flatbed Trailers 12 to 18 Fort Trailer
128.00 HR
$12.75
$1,632.00
Foreman
128.00 HR
$77.15
$9,875.20
Laborer [2]
128.00 HR
$44.30
$11,340.80
Operator: Small Equipment
128.00 HR
$55.34
$7,083.52
1/2 Sack Slurry
140.70 CY
$103.51
$14,563.86
RH-Manhole Adjust Crew (3.00 EACH/DY, 2.67
DY)
8.00 EACH
85.33
10.67
$1,097.33
$8,778.67
F-250 to F-450
21.33 HR
$39.86
$850.35
Flatbed Trailers 12 to 18 Fort Trailer
21.33 HR
$12.75
$272.00
Foreman
21.33 HR
$77.15
$1,645.87
Laborer [2]
21.33 HR
$44.30
$1,890.13
Operator: Small Equipment
21.33 HR
$55.34
$1,180.59
Backhoe Light
21.33 HR
$86.11
$1,837.01
185 Compressor
21.33 HR
$51.69
$1,102.72
CONCRETE - MAG AA (4000 PSI)
12.60 CY
$151.19
$1,904.99
Concrete - Short Load Fee
4.00 EACH
$250.00
$1,000.00
Bench Rebuild And FRP Channel, Bench, And Tie
Into Armorock
8.00 EACH
384.00
48.00
$30,454.52
$243,636.16
Manhole Prep & Rebuild Crew (0.50 EACH/DY,
16.00 DY)
8.00 EACH
384.00
48.00
$12,807.52
$102,460.16
12-inch Electric Blower
128.00 HR
$1.50
$192.00
185 Compressor
128.00 HR
$51.69
$6,616.32
Coating Truck
128.00 HR
$550.00
$70,400.00
Confined Space Entry
128.00 HR
$15.63
$2,000.64
Foreman
128.00 HR
$77.15
$9,875.20
Manhole Coating Assistant
128.00 HR
$48.84
$6,251.52
Manhole Coating Technician
128.00 HR
$55.66
$7,124.48
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 21 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Ready Mix Concrete - C - 120
56.00 EACH
$21.00
$1,176.00
FRP Treatment Channel, Bench, And Tie Into To
Armorock
8.00 EACH
$17,500.00
$140,000.00
Manhole Insert Material Buy
8.00 EACH
0.00
0.00
$15,560.00
$124,480.00
Armorock 60" Polymer Inserts
8.00 EACH
$15,560.00
$124,480.00
Concrete Restoration
1.00 EACH
120.00
120.00
$8,568.68
$8,568.68
CP-Concrete Sidewalk Crew (0.33 EACH/DY, 3.00
DY)
1.00 EACH
120.00
120.00
$7,963.92
$7,963.92
F-250 to F-450
24.00 HR
$39.86
$956.64
Box Trailer Pump Watch
24.00 HR
$12.75
$306.00
Concrete Finisher [3]
24.00 HR
$52.59
$3,786.48
Foreman
24.00 HR
$77.15
$1,851.60
Laborer
24.00 HR
$44.30
$1,063.20
CONCRETE - MAG AA (4000 PSI)
4.00 CY
$151.19
$604.76
Asphalt Min. Mob
1.00 LS
$3,250.00
$3,250.00
ADOT Chainlink Fence Removal & Replacements
1.00 EACH
0.00
0.00
$1,500.00
$1,500.00
Fence Subcontractor
1.00 LS
$1,500.00
$1,500.00
Manhole Inspections
8.00 EACH
$250.00
$2,000.00
1.00 EACH
608.00
608.00
$200,635.08
$200,635.08
21 - Install 60" Polymer Concrete Manhole And
30" Diameter Composite Frame/Cover (Tee-
Style)
Install 60" Manhole
1.00 EACH
608.00
608.00
$166,385.08
$166,385.08
Excavate And Backfill Manhole
1.00 EACH
480.00
480.00
$124,401.00
$124,401.00
Manhole Crew (0.17 EACH/DY, 6.00 DY)
1.00 EACH
480.00
480.00
$64,954.08
$64,954.08
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Dump Truck - 10 Wheel
48.00 HR
$88.40
$4,243.20
Water Truck 4000Gal
48.00 HR
$75.36
$3,617.28
Cat 395 (Weight 190K)
48.00 HR
$398.75
$19,140.00
Cat 950
48.00 HR
$104.46
$5,014.08
Backhoe Light
48.00 HR
$86.11
$4,133.28
Foreman
48.00 HR
$77.15
$3,703.20
Operator: Large Equipment [3]
48.00 HR
$60.68
$8,737.92
Pipelayer [2]
48.00 HR
$51.05
$4,900.80
Laborer [2]
48.00 HR
$44.30
$4,252.80
Truck Driver
48.00 HR
$55.19
$2,649.12
Water Truck Driver
48.00 HR
$55.19
$2,649.12
1/2 Sack Slurry
274.05 CY
$103.51
$28,366.92
Trucking (1.00 DY, 8.50 Trucks, 4.25 EACH/HR)
34.00 EACH
$270.00
$9,180.00
DUMP FEES
34.00 LOAD
$100.00
$3,400.00
Shoring
10.00 DY
$1,850.00
$18,500.00
Testing Structure
1.00 EACH
16.00
16.00
$2,099.56
$2,099.56
Manhole Testing (2.00 EACH/DY, 0.50 DY)
1.00 EACH
16.00
16.00
$2,099.56
$2,099.56
F-250 to F-450
4.00 HR
$39.86
$159.44
42-78 Inch Plug [2]
4.00 HR
$19.88
$159.04
185 Compressor
4.00 HR
$51.69
$206.76
Backhoe Light
4.00 HR
$86.11
$344.44
24-inch Trailer Mounted Blower
4.00 HR
$51.25
$205.00
Confined Space Equipment
4.00 HR
$15.63
$62.52
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 22 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Pipelayer
4.00 HR
$51.05
$204.20
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
MH Adjustment
1.00 EACH
16.00
16.00
$1,762.98
$1,762.98
RH-Manhole Raised Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
16.00
16.00
$1,460.60
$1,460.60
F-250 to F-450
4.00 HR
$39.86
$159.44
Backhoe Light
4.00 HR
$86.11
$344.44
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Operator: Large Equipment
4.00 HR
$60.68
$242.72
CONCRETE - MAG AA (4000 PSI)
2.00 CY
$151.19
$302.38
Buy Manholes
1.00 EACH
0.00
0.00
$29,120.00
$29,120.00
Armorock 60" Manhole Tee Style
1.00 EACH
$29,120.00
$29,120.00
Wet Set Impression Ring Or Tee Adapter
1.00 EACH
96.00
96.00
$9,001.54
$9,001.54
CIP Manhole Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
96.00
96.00
$7,343.84
$7,343.84
F-250 to F-450
16.00 HR
$39.86
$637.76
Backhoe Light
16.00 HR
$86.11
$1,377.76
Foreman
16.00 HR
$77.15
$1,234.40
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Pipelayer
16.00 HR
$51.05
$816.80
Laborer
16.00 HR
$44.30
$708.80
Concrete Finisher [2]
16.00 HR
$52.59
$1,682.88
Forms / Rebar Cure
1.00 EACH
$750.00
$750.00
CONCRETE - MAG A (3000 PSI)
6.30 CY
$144.08
$907.70
FRP Treatment And Installation
1.00 EACH
$34,000.00
$34,000.00
Manhole Inspections
1.00 EACH
$250.00
$250.00
4.00 EACH
2,432.00
608.00
$132,459.19
$529,836.77
22 - Install 48" Polymer Concrete Manhole And
30" Diameter Composite Frame/Cover (Tee
Style)
Install 48" Manhole
4.00 EACH
2,432.00
608.00
$117,209.19
$468,836.77
Excavate And Backfill Manhole
4.00 EACH
1,920.00
480.00
$90,100.45
$360,401.82
Manhole Crew (0.17 EACH/DY, 24.00 DY)
4.00 EACH
1,920.00
480.00
$60,447.36
$241,789.44
F-250 to F-450
192.00 HR
$39.86
$7,653.12
Dump Truck - 10 Wheel
192.00 HR
$88.40
$16,972.80
Water Truck 4000Gal
192.00 HR
$75.36
$14,469.12
Excavator - 160 K LB
192.00 HR
$304.86
$58,533.12
Cat 950
192.00 HR
$104.46
$20,056.32
Backhoe Light
192.00 HR
$86.11
$16,533.12
Foreman
192.00 HR
$77.15
$14,812.80
Operator: Large Equipment [3]
192.00 HR
$60.68
$34,951.68
Pipelayer [2]
192.00 HR
$51.05
$19,603.20
Laborer [2]
192.00 HR
$44.30
$17,011.20
Truck Driver
192.00 HR
$55.19
$10,596.48
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 23 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Water Truck Driver
192.00 HR
$55.19
$10,596.48
1/2 Sack Slurry
398.83 CY
$103.51
$41,282.38
Trucking (1.00 DY, 14.75 Trucks, 7.38
EACH/HR)
59.00 EACH
$270.00
$15,930.00
DUMP FEES
59.00 LOAD
$100.00
$5,900.00
Shoring
30.00 DY
$1,850.00
$55,500.00
Testing Structure
4.00 EACH
64.00
16.00
$2,099.56
$8,398.24
Manhole Testing (2.00 EACH/DY, 2.00 DY)
4.00 EACH
64.00
16.00
$2,099.56
$8,398.24
F-250 to F-450
16.00 HR
$39.86
$637.76
42-78 Inch Plug [2]
16.00 HR
$19.88
$636.16
185 Compressor
16.00 HR
$51.69
$827.04
Backhoe Light
16.00 HR
$86.11
$1,377.76
24-inch Trailer Mounted Blower
16.00 HR
$51.25
$820.00
Confined Space Equipment
16.00 HR
$15.63
$250.08
Flatbed Trailers 12 to 18 Fort Trailer
16.00 HR
$12.75
$204.00
Foreman
16.00 HR
$77.15
$1,234.40
Pipelayer
16.00 HR
$51.05
$816.80
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
MH Adjustment
4.00 EACH
64.00
16.00
$1,937.39
$7,749.54
RH-Manhole Raised Crew (2.00 EACH/DY, 2.00
DY)
4.00 EACH
64.00
16.00
$1,460.60
$5,842.40
F-250 to F-450
16.00 HR
$39.86
$637.76
Backhoe Light
16.00 HR
$86.11
$1,377.76
Flatbed Trailers 12 to 18 Fort Trailer
16.00 HR
$12.75
$204.00
Foreman
16.00 HR
$77.15
$1,234.40
Laborer [2]
16.00 HR
$44.30
$1,417.60
Operator: Large Equipment
16.00 HR
$60.68
$970.88
CONCRETE - MAG AA (4000 PSI)
6.00 CY
$151.19
$907.14
Concrete - Short Load Fee
4.00 EACH
$250.00
$1,000.00
Buy Manholes
4.00 EACH
0.00
0.00
$14,070.25
$56,281.00
Armorock 48" Manhole Tee Style
4.00 EACH
$14,070.25
$56,281.00
Wet Set Impression Ring Or Tee Adapter
4.00 EACH
384.00
96.00
$9,001.54
$36,006.18
CIP Manhole Crew (0.50 EACH/DY, 8.00 DY)
4.00 EACH
384.00
96.00
$7,343.84
$29,375.36
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Backhoe Light
64.00 HR
$86.11
$5,511.04
Foreman
64.00 HR
$77.15
$4,937.60
Operator: Small Equipment
64.00 HR
$55.34
$3,541.76
Pipelayer
64.00 HR
$51.05
$3,267.20
Laborer
64.00 HR
$44.30
$2,835.20
Concrete Finisher [2]
64.00 HR
$52.59
$6,731.52
Forms / Rebar Cure
4.00 EACH
$750.00
$3,000.00
CONCRETE - MAG A (3000 PSI)
25.20 CY
$144.08
$3,630.82
FRP Treatment And Installation
4.00 EACH
$15,000.00
$60,000.00
Manhole Inspections
4.00 EACH
$250.00
$1,000.00
1.00 EACH
432.00
432.00
$95,414.07
$95,414.07
23 - Existing Junction Structure No. 1 (New 60"
Polymer MH Stackout & Abandonment Of South
MH)
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 24 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Install 60" Manhole
1.00 EACH
416.00
416.00
$70,050.67
$70,050.67
Excavate And Backfill Manhole
1.00 EACH
272.00
272.00
$39,950.51
$39,950.51
Manhole Crew (0.25 EACH/DY, 4.00 DY)
1.00 EACH
272.00
272.00
$26,164.64
$26,164.64
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Dump Truck - 10 Wheel [0.5]
32.00 HR
$88.40
$1,414.40
Water Truck 4000Gal
32.00 HR
$75.36
$2,411.52
Cat 320 (Weight 30K)
32.00 HR
$105.46
$3,374.72
Backhoe Light
32.00 HR
$86.11
$2,755.52
Foreman
32.00 HR
$77.15
$2,468.80
Operator: Large Equipment
32.00 HR
$60.68
$1,941.76
Pipelayer [2]
32.00 HR
$51.05
$3,267.20
Laborer [2]
32.00 HR
$44.30
$2,835.20
Truck Driver [0.5]
32.00 HR
$55.19
$883.04
Water Truck Driver
32.00 HR
$55.19
$1,766.08
Operator: Small Equipment
32.00 HR
$55.34
$1,770.88
1/2 Sack Slurry
67.20 CY
$103.51
$6,955.87
Trucking (1.00 DY, 2.25 Trucks, 1.13 EACH/HR)
9.00 EACH
$270.00
$2,430.00
DUMP FEES
9.00 LOAD
$100.00
$900.00
Shoring
7.00 DY
$500.00
$3,500.00
Testing Structure
1.00 EACH
16.00
16.00
$2,099.56
$2,099.56
Manhole Testing (2.00 EACH/DY, 0.50 DY)
1.00 EACH
16.00
16.00
$2,099.56
$2,099.56
F-250 to F-450
4.00 HR
$39.86
$159.44
42-78 Inch Plug [2]
4.00 HR
$19.88
$159.04
185 Compressor
4.00 HR
$51.69
$206.76
Backhoe Light
4.00 HR
$86.11
$344.44
24-inch Trailer Mounted Blower
4.00 HR
$51.25
$205.00
Confined Space Equipment
4.00 HR
$15.63
$62.52
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Pipelayer
4.00 HR
$51.05
$204.20
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
MH Adjustment
1.00 EACH
16.00
16.00
$1,762.98
$1,762.98
RH-Manhole Raised Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
16.00
16.00
$1,460.60
$1,460.60
F-250 to F-450
4.00 HR
$39.86
$159.44
Backhoe Light
4.00 HR
$86.11
$344.44
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Operator: Large Equipment
4.00 HR
$60.68
$242.72
CONCRETE - MAG AA (4000 PSI)
2.00 CY
$151.19
$302.38
Buy Manholes
1.00 EACH
0.00
0.00
$11,440.00
$11,440.00
Armorock 60" Manhole Tee Style
1.00 EACH
$11,440.00
$11,440.00
Wet Set Impression Ring Or Tee Adapter
1.00 EACH
112.00
112.00
$14,797.62
$14,797.62
CIP Manhole Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
112.00
112.00
$13,192.48
$13,192.48
F-250 to F-450
16.00 HR
$39.86
$637.76
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 25 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Backhoe Light
16.00 HR
$86.11
$1,377.76
Excavator - 160 K LB
16.00 HR
$304.86
$4,877.76
Foreman
16.00 HR
$77.15
$1,234.40
Operator: Large Equipment
16.00 HR
$60.68
$970.88
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Pipelayer
16.00 HR
$51.05
$816.80
Laborer
16.00 HR
$44.30
$708.80
Concrete Finisher [2]
16.00 HR
$52.59
$1,682.88
Forms / Rebar Cure
1.00 EACH
$750.00
$750.00
CONCRETE - MAG A (3000 PSI)
4.20 CY
$144.08
$605.14
Concrete - Short Load Fee
1.00 EACH
$250.00
$250.00
FRP Treatment And Installation
1.00 EACH
$24,000.00
$24,000.00
Man Entry T-Lock Removal
1.00 EACH
16.00
16.00
$1,363.40
$1,363.40
T-Lock Removal - No Grout Back (2.00 EACH/DY,
0.50 DY)
1.00 EACH
16.00
16.00
$1,363.40
$1,363.40
F-250 to F-450
4.00 HR
$39.86
$159.44
24-inch Trailer Mounted Blower
4.00 HR
$51.25
$205.00
Confined Space Equipment
4.00 HR
$15.63
$62.52
Dump Trailer
4.00 HR
$16.50
$66.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Leadman
4.00 HR
$51.86
$207.44
938.00 LF
52.00
0.06
$10.28
$9,642.46
24 - Clean Existing 30" Sanitary Sewer
30" Cleaning
938.00 LF
52.00
0.06
$10.28
$9,642.46
3 Pass Cleaning (469.00 LF/DY, 2.00 DY)
938.00 LF
32.00
0.03
$5.72
$5,368.96
Combo Vactor Truck
16.00 HR
$225.00
$3,600.00
Combo Truck Assistant
16.00 HR
$48.46
$775.36
Combo Truck Operator
16.00 HR
$62.10
$993.60
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(469.00 LF/DY, 2.00 DY)
938.00 LF
20.00
0.02
$4.56
$4,273.50
Camera Truck
16.00 HR
$165.00
$2,640.00
CCTV Technician
20.00 HR
$81.68
$1,633.50
1,997.00 LF
156.00
0.08
$14.49
$28,927.38
25 - Clean Existing 48" Sanitary Sewer
48" Cleaning
1,997.00 LF
156.00
0.08
$14.49
$28,927.38
3 Pass Cleaning (332.83 LF/DY, 6.00 DY)
1,997.00 LF
96.00
0.05
$8.07
$16,106.88
Combo Vactor Truck
48.00 HR
$225.00
$10,800.00
Combo Truck Assistant
48.00 HR
$48.46
$2,326.08
Combo Truck Operator
48.00 HR
$62.10
$2,980.80
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(332.83 LF/DY, 6.00 DY)
1,997.00 LF
60.00
0.03
$6.42
$12,820.50
Camera Truck
48.00 HR
$165.00
$7,920.00
CCTV Technician
60.00 HR
$81.68
$4,900.50
652.00 LF
63.89
0.10
$18.82
$12,272.14
26 - Clean Existing 66" Sanitary Sewer
66" Cleaning
652.00 LF
63.89
0.10
$18.17
$11,847.14
GC-Combo Hydro Truck Crew (265.33 LF/DY,
2.46 DY)
652.00 LF
39.32
0.06
$10.12
$6,596.54
Combo Vactor Truck
19.66 HR
$225.00
$4,423.12
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 26 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Combo Truck Assistant
19.66 HR
$48.46
$952.64
Combo Truck Operator
19.66 HR
$62.10
$1,220.78
CCTV Inspection (4 Hour Minimum Or 1000 LF)
(265.33 LF/DY, 2.46 DY)
652.00 LF
24.57
0.04
$8.05
$5,250.61
Camera Truck
19.66 HR
$165.00
$3,243.62
CCTV Technician
24.57 HR
$81.68
$2,006.99
Dump Fees
1.00 EACH
$425.00
$425.00
2,669.00 LF
244.63
0.09
$7.74
$20,658.77
27 - Pipe Man Entry Cleaning & Detached Liner
Removal
Man-Entry T-lock Removal
2,669.00 LF
244.63
0.09
$7.74
$20,658.77
T-Lock Removal - No Grout Back (349.13 LF/DY,
7.64 DY)
2,669.00 LF
244.63
0.09
$7.74
$20,658.77
F-250 to F-450
61.16 HR
$39.86
$2,437.78
24-inch Trailer Mounted Blower
61.16 HR
$40.69
$2,488.54
Confined Space Equipment
61.16 HR
$15.63
$955.91
Dump Trailer
61.16 HR
$24.00
$1,467.81
Foreman
61.16 HR
$77.15
$4,718.39
Laborer [2]
61.16 HR
$44.30
$5,418.65
Leadman
61.16 HR
$51.86
$3,171.69
938.00 LF
284.00
0.30
$292.97
$274,810.20
28 - Install 30" CIPP Liner
CIPP Lining 30" W/ 1.5% Bond
938.00 LF
$254.77
$238,974.26
RH-CIPP Lining Support Crew & Confined Space
(93.80 LF/DY, 10.00 DY)
938.00 LF
160.00
0.17
$13.76
$12,904.80
F-250 to F-450
80.00 HR
$39.86
$3,188.80
Foreman
80.00 HR
$77.15
$6,172.00
Laborer
80.00 HR
$44.30
$3,544.00
Post Pano
938.00 LF
$4.00
$3,752.00
Widen Bench
6.00 EACH
96.00
16.00
$1,894.52
$11,367.12
RH-Manhole Reconstruct Crew (2.00 EACH/DY,
3.00 DY)
6.00 EACH
96.00
16.00
$1,894.52
$11,367.12
24-inch Trailer Mounted Blower
24.00 HR
$51.25
$1,230.00
Backhoe Light
24.00 HR
$86.11
$2,066.64
Confined Space Equipment
24.00 HR
$15.63
$375.12
F-250 to F-450
24.00 HR
$39.86
$956.64
185 Compressor
24.00 HR
$51.69
$1,240.56
Jack Hammer
24.00 HR
$8.00
$192.00
Foreman
24.00 HR
$77.15
$1,851.60
Laborer [2]
24.00 HR
$44.30
$2,126.40
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Water Support For CIPP Lining Steam Cure (938.00
LF/DY, 1.00 DY)
938.00 LF
12.00
0.01
$1.47
$1,375.54
Water Truck Driver
12.00 HR
$64.39
$772.66
Water Truck 4000Gal
8.00 HR
$75.36
$602.88
Post Pano
938.00 LF
16.00
0.02
$6.86
$6,436.48
Hydro Crew (938.00 LF/DY, 1.00 DY)
938.00 LF
16.00
0.02
$2.86
$2,684.48
Combo Vactor Truck
8.00 HR
$225.00
$1,800.00
Combo Truck Assistant
8.00 HR
$48.46
$387.68
Combo Truck Operator
8.00 HR
$62.10
$496.80
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 27 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Post Pano
938.00 LF
$4.00
$3,752.00
2,019.00 LF
352.00
0.17
$427.40
$862,917.53
29 - Install 48" CIPP Liner
CIPP Lining 48" W/ 1.5% Bond
2,019.00 LF
$404.99
$817,674.81
RH-CIPP Lining Support Crew (168.25 LF/DY, 12.00
DY)
2,019.00 LF
192.00
0.10
$7.67
$15,485.76
F-250 to F-450
96.00 HR
$39.86
$3,826.56
Foreman
96.00 HR
$77.15
$7,406.40
Laborer
96.00 HR
$44.30
$4,252.80
Post Pano
2,019.00 LF
64.00
0.03
$9.32
$18,813.92
Hydro Crew (504.75 LF/DY, 4.00 DY)
2,019.00 LF
64.00
0.03
$5.32
$10,737.92
Combo Vactor Truck
32.00 HR
$225.00
$7,200.00
Combo Truck Assistant
32.00 HR
$48.46
$1,550.72
Combo Truck Operator
32.00 HR
$62.10
$1,987.20
Post Pano
2,019.00 LF
$4.00
$8,076.00
Setup & Remove Temp Water Source
1.00 LS
96.00
96.00
$10,943.04
$10,943.04
RH-Bypass Fusion 12-18in Crew (0.33 LS/DY,
3.00 DY)
1.00 LS
96.00
96.00
$10,943.04
$10,943.04
F-250 to F-450
24.00 HR
$39.86
$956.64
Backhoe Light
24.00 HR
$86.11
$2,066.64
Flatbed Trailers 12 to 18 Fort Trailer
24.00 HR
$12.75
$306.00
Fusion Machine 6-8in
24.00 HR
$64.65
$1,551.60
Pipe Trailer
24.00 HR
$23.65
$567.60
Foreman
24.00 HR
$77.15
$1,851.60
Fuser Technician
24.00 HR
$52.15
$1,251.60
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
652.00 LF
240.00
0.37
$1,036.46
$675,768.80
30 - Install 66" CIPP Liner
CIPP Lining 66" W/ 1.5% Bond
652.00 LF
$995.72
$649,209.44
RH-CIPP Lining Support Crew (81.50 LF/DY, 8.00
DY)
652.00 LF
128.00
0.20
$15.83
$10,323.84
F-250 to F-450
64.00 HR
$39.86
$2,551.04
Foreman
64.00 HR
$77.15
$4,937.60
Laborer
64.00 HR
$44.30
$2,835.20
Post Pano
652.00 LF
16.00
0.02
$8.12
$5,292.48
Hydro Crew (652.00 LF/DY, 1.00 DY)
652.00 LF
16.00
0.02
$4.12
$2,684.48
Combo Vactor Truck
8.00 HR
$225.00
$1,800.00
Combo Truck Assistant
8.00 HR
$48.46
$387.68
Combo Truck Operator
8.00 HR
$62.10
$496.80
Post Pano
652.00 LF
$4.00
$2,608.00
Setup & Remove Temp Water Source
1.00 LS
96.00
96.00
$10,943.04
$10,943.04
RH-Bypass Fusion 12-18in Crew (0.33 LS/DY,
3.00 DY)
1.00 LS
96.00
96.00
$10,943.04
$10,943.04
F-250 to F-450
24.00 HR
$39.86
$956.64
Backhoe Light
24.00 HR
$86.11
$2,066.64
Flatbed Trailers 12 to 18 Fort Trailer
24.00 HR
$12.75
$306.00
Fusion Machine 6-8in
24.00 HR
$64.65
$1,551.60
Pipe Trailer
24.00 HR
$23.65
$567.60
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 28 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Foreman
24.00 HR
$77.15
$1,851.60
Fuser Technician
24.00 HR
$52.15
$1,251.60
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
1.00 EACH
1,599.00
1,599.00
$274,833.54
$274,833.54
31 - 48" East Bypass Pump Setup & Teardown
Mobilization/Demobilization Bypass Equipment
1.00 EACH
192.00
192.00
$24,495.36
$24,495.36
Mob Pipe
700.00 LF
12.00
0.02
$2.19
$1,530.96
GC-Mobilization Crew (1,400.00 LF/DY, 0.50
DY)
700.00 LF
12.00
0.02
$2.19
$1,530.96
Transport Truck Semi
4.00 HR
$83.31
$333.24
Transport Trailer - 48 FT
4.00 HR
$17.75
$71.00
Cat TL1255 (12K Telehandler Forklift)
4.00 HR
$126.85
$507.40
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Truck Driver
4.00 HR
$55.19
$220.76
Mob Pumps
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
GC-Mobilization Crew (1.00 EACH/DY, 3.00 DY)
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
Transport Truck Semi
24.00 HR
$83.31
$1,999.44
Transport Trailer - 48 FT
24.00 HR
$17.75
$426.00
Cat TL1255 (12K Telehandler Forklift)
24.00 HR
$126.85
$3,044.40
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Truck Driver
24.00 HR
$55.19
$1,324.56
Mob Appurtenances
1.00 EACH
12.00
12.00
$1,530.96
$1,530.96
GC-Mobilization Crew (2.00 EACH/DY, 0.50 DY)
1.00 EACH
12.00
12.00
$1,530.96
$1,530.96
Transport Truck Semi
4.00 HR
$83.31
$333.24
Transport Trailer - 48 FT
4.00 HR
$17.75
$71.00
Cat TL1255 (12K Telehandler Forklift)
4.00 HR
$126.85
$507.40
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Truck Driver
4.00 HR
$55.19
$220.76
Demob Pipe
700.00 LF
12.00
0.02
$2.19
$1,530.96
GC-Mobilization Crew (1,400.00 LF/DY, 0.50
DY)
700.00 LF
12.00
0.02
$2.19
$1,530.96
Transport Truck Semi
4.00 HR
$83.31
$333.24
Transport Trailer - 48 FT
4.00 HR
$17.75
$71.00
Cat TL1255 (12K Telehandler Forklift)
4.00 HR
$126.85
$507.40
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Truck Driver
4.00 HR
$55.19
$220.76
Demob Pumps
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
GC-Mobilization Crew (1.00 EACH/DY, 3.00 DY)
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
Transport Truck Semi
24.00 HR
$83.31
$1,999.44
Transport Trailer - 48 FT
24.00 HR
$17.75
$426.00
Cat TL1255 (12K Telehandler Forklift)
24.00 HR
$126.85
$3,044.40
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 29 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Truck Driver
24.00 HR
$55.19
$1,324.56
Demob Appurtenances
1.00 EACH
12.00
12.00
$1,530.96
$1,530.96
Mobe Appurtenances
1.00 UNIT
12.00
12.00
$1,530.96
$1,530.96
GC-Mobilization Crew (2.00 UNIT/DY, 0.50
DY)
1.00 UNIT
12.00
12.00
$1,530.96
$1,530.96
Transport Truck Semi
4.00 HR
$83.31
$333.24
Transport Trailer - 48 FT
4.00 HR
$17.75
$71.00
Cat TL1255 (12K Telehandler Forklift)
4.00 HR
$126.85
$507.40
Laborer
4.00 HR
$44.30
$177.20
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Truck Driver
4.00 HR
$55.19
$220.76
Bypass Pump Station Setup & Removal
1.00 EACH
1,407.00
1,407.00
$250,338.18
$250,338.18
Cut Coupons
1.00 EACH
$2,800.00
$2,800.00
Bypass Pump Setup & Removal
3.00 EACH
904.00
301.33
$58,041.34
$174,124.01
Bypass Pump Setup
3.00 EACH
240.00
80.00
$11,125.97
$33,377.92
Crane To Setup Pump
2.00 DY
$5,600.00
$11,200.00
RH-Bypass Sewer Setup Crew (0.50
EACH/DY, 6.00 DY)
3.00 EACH
240.00
80.00
$7,392.64
$22,177.92
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Cat TL1055 (10K Telehandler Forklift)
48.00 HR
$112.65
$5,407.20
Data Logger
48.00 HR
$12.50
$600.00
Flatbed Trailers 12 to 18 Fort Trailer
48.00 HR
$12.75
$612.00
Foreman
48.00 HR
$77.15
$3,703.20
Fuser Technician
48.00 HR
$52.15
$2,503.20
Laborer
48.00 HR
$44.30
$2,126.40
Operator: Small Equipment [2]
48.00 HR
$55.34
$5,312.64
Excavation Suction Pit & Subcut For Pump
Station
1.00 EACH
192.00
192.00
$25,341.28
$25,341.28
Excavate Suction Pits (0.33 EACH/DY, 3.00
DY)
1.00 EACH
192.00
192.00
$22,751.28
$22,751.28
Cat 352 (Weight 110K)
24.00 HR
$190.54
$4,572.96
Cat 950
24.00 HR
$104.46
$2,507.04
Dump Truck - 10 Wheel
24.00 HR
$88.40
$2,121.60
F-250 to F-450
24.00 HR
$39.86
$956.64
Water Truck 4000Gal
24.00 HR
$75.36
$1,808.64
Foreman
24.00 HR
$77.15
$1,851.60
Laborer [2]
24.00 HR
$44.30
$2,126.40
Operator: Large Equipment [2]
24.00 HR
$60.68
$2,912.64
Truck Driver
24.00 HR
$55.19
$1,324.56
Water Truck Driver
24.00 HR
$55.19
$1,324.56
Leadman
24.00 HR
$51.86
$1,244.64
Trucking (4.75 DY, 0.37 Trucks, 0.18
EACH/HR)
7.00 EACH
$270.00
$1,890.00
DUMP FEES
7.00 LOAD
$100.00
$700.00
Pour Concrete In Suction Pit
1.00 EACH
40.00
40.00
$5,718.20
$5,718.20
SL-Manhole Coated 7ft Diameter
Appurtenance Crew (1.00 EACH/DY, 1.00 DY)
1.00 EACH
40.00
40.00
$3,227.60
$3,227.60
F-250 to F-450
8.00 HR
$39.86
$318.88
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 30 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Backhoe Light
8.00 HR
$86.11
$688.88
Foreman
8.00 HR
$77.15
$617.20
Laborer [2]
8.00 HR
$44.30
$708.80
Operator: Large Equipment
8.00 HR
$60.68
$485.44
Pipelayer
8.00 HR
$51.05
$408.40
Ready Mix Concrete - MAG C 2000
16.80 CY
$148.25
$2,490.60
Repair T-Lock Coupons (Sonco Construction,
Inc.)
1.00 EACH
$11,000.00
$11,000.00
Excavation And Backfill Suction Pits
1.00 EACH
240.00
240.00
$67,883.41
$67,883.41
Excavate Suction Pits (0.33 EACH/DY, 3.00
DY)
1.00 EACH
144.00
144.00
$20,443.44
$20,443.44
Cat 352 (Weight 110K)
24.00 HR
$190.54
$4,572.96
Cat 950
24.00 HR
$104.46
$2,507.04
Dump Truck - 10 Wheel
24.00 HR
$88.40
$2,121.60
F-250 to F-450
24.00 HR
$39.86
$956.64
Water Truck 4000Gal
24.00 HR
$75.36
$1,808.64
Foreman
24.00 HR
$77.15
$1,851.60
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Large Equipment [2]
24.00 HR
$60.68
$2,912.64
Truck Driver
24.00 HR
$55.19
$1,324.56
Water Truck Driver
24.00 HR
$55.19
$1,324.56
1/2 Sack Slurry
231.00 CY
$103.51
$23,910.81
Backfill Pits Remove CMP (0.50 EACH/DY,
2.00 DY)
1.00 EACH
64.00
64.00
$7,309.28
$7,309.28
Cat 352 (Weight 110K)
16.00 HR
$190.54
$3,048.64
F-250 to F-450
16.00 HR
$39.86
$637.76
Foreman
16.00 HR
$77.15
$1,234.40
Laborer [2]
16.00 HR
$44.30
$1,417.60
Operator: Large Equipment
16.00 HR
$60.68
$970.88
Buy CMP 10"
1.00 EACH
$4,560.92
$4,560.92
GC-Combo Hydro Truck Crew (0.50 EACH/DY,
2.00 DY)
1.00 EACH
32.00
32.00
$5,368.96
$5,368.96
Combo Vactor Truck
16.00 HR
$225.00
$3,600.00
Combo Truck Assistant
16.00 HR
$48.46
$775.36
Combo Truck Operator
16.00 HR
$62.10
$993.60
Trucking (4.75 DY, 0.89 Trucks, 0.45
LOAD/HR)
17.00 LOAD
$270.00
$4,590.00
DUMP FEES
17.00 LOAD
$100.00
$1,700.00
Remove Pump Setup
3.00 EACH
192.00
64.00
$10,267.73
$30,803.20
RH-Bypass Sewer Setup Crew (0.50
EACH/DY, 6.00 DY)
3.00 EACH
192.00
64.00
$6,534.40
$19,603.20
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Foreman
48.00 HR
$77.15
$3,703.20
Fuser Technician
48.00 HR
$52.15
$2,503.20
Laborer
48.00 HR
$44.30
$2,126.40
Cat TL1255 (12K Telehandler Forklift)
48.00 HR
$126.85
$6,088.80
Data Logger [0]
48.00 HR
$12.50
$0.00
Flatbed Trailers 12 to 18 Fort Trailer
48.00 HR
$12.75
$612.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 31 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Operator: Small Equipment
48.00 HR
$55.34
$2,656.32
Crane To Setup Pump
2.00 DY
$5,600.00
$11,200.00
Fuse Pipe For 48" Bypass
700.00 LF
503.00
0.72
$102.73
$71,914.17
18-inch Fusion
700.00 LF
35.00
0.05
$6.24
$4,367.65
RH-Bypass Fusion 12-18in Crew (800.00
LF/DY, 0.88 DY)
700.00 LF
35.00
0.05
$6.24
$4,367.65
F-250 to F-450
7.00 HR
$39.86
$279.02
Cat TL1055 (10K Telehandler Forklift)
7.00 HR
$112.65
$788.55
Pipe Trailer
7.00 HR
$23.65
$165.55
Backhoe Light
7.00 HR
$86.11
$602.77
Flatbed Trailers 12 to 18 Fort Trailer
7.00 HR
$12.75
$89.25
Fusion Machine 6-8in
7.00 HR
$64.65
$452.55
Foreman
7.00 HR
$77.15
$540.05
Fuser Technician
7.00 HR
$52.15
$365.05
Laborer
7.00 HR
$44.30
$310.10
Operator: Small Equipment [2]
7.00 HR
$55.34
$774.76
18" Misc. Fusion
8.00 EACH
40.00
5.00
$629.29
$5,034.32
RH-Bypass Fusion 12-18in Crew (8.00 LF/DY,
1.00 DY)
8.00 LF
40.00
5.00
$629.29
$5,034.32
F-250 to F-450
8.00 HR
$39.86
$318.88
Cat TL1055 (10K Telehandler Forklift)
8.00 HR
$112.65
$901.20
Pipe Trailer
8.00 HR
$23.65
$189.20
Backhoe Light
8.00 HR
$86.11
$688.88
Flatbed Trailers 12 to 18 Fort Trailer
8.00 HR
$12.75
$102.00
Fusion Machine 6-8in
8.00 HR
$64.65
$517.20
Foreman
8.00 HR
$77.15
$617.20
Fuser Technician
8.00 HR
$52.15
$417.20
Laborer
8.00 HR
$44.30
$354.40
Operator: Small Equipment
8.00 HR
$55.34
$442.72
Operator: Large Equipment
8.00 HR
$60.68
$485.44
Testing
700.00 LF
12.00
0.02
$2.03
$1,419.48
Pressure Test Crew (1,400.00 LF/DY, 0.50
DY)
700.00 LF
12.00
0.02
$2.03
$1,419.48
Backhoe Light
4.00 HR
$86.11
$344.44
F-250 to F-450
4.00 HR
$39.86
$159.44
Hydro Static Test Trailer
4.00 HR
$45.36
$181.44
Foreman
4.00 HR
$77.15
$308.60
Operator: Small Equipment
4.00 HR
$55.34
$221.36
Pipelayer
4.00 HR
$51.05
$204.20
Remove Bypass Pump Station
1.00 EACH
160.00
160.00
$28,260.48
$28,260.48
Crane To Remove Pumps
2.00 DY
$5,600.00
$11,200.00
RH-Bypass Sewer Takedown Crew (0.25
EACH/DY, 4.00 DY)
1.00 EACH
160.00
160.00
$17,060.48
$17,060.48
Backhoe Light
32.00 HR
$86.11
$2,755.52
Cat TL1055 (10K Telehandler Forklift)
32.00 HR
$112.65
$3,604.80
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Flatbed Trailers 12 to 18 Fort Trailer
32.00 HR
$12.75
$408.00
Foreman
32.00 HR
$77.15
$2,468.80
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 32 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Laborer [2]
32.00 HR
$44.30
$2,835.20
Operator: Large Equipment
32.00 HR
$60.68
$1,941.76
Operator: Small Equipment
32.00 HR
$55.34
$1,770.88
Bypass Pipe Removal
700.00 LF
256.00
0.37
$46.90
$32,832.24
Flush Pipe & Pigging Crew
1,400.00 LF
136.00
0.10
$10.56
$14,784.80
Chlorine And Dechlorine
1.00 LS
$1,200.00
$1,200.00
Flush & Chlorinate Discharge Piping
(1,400.00 LF/DY, 1.00 DY)
1,400.00 LF
40.00
0.03
$3.03
$4,237.76
Backhoe Light
8.00 HR
$86.11
$688.88
F-250 to F-450
8.00 HR
$39.86
$318.88
Hydro Static Test Trailer
8.00 HR
$45.36
$362.88
Water Truck 4000Gal
8.00 HR
$75.36
$602.88
Foreman
8.00 HR
$77.15
$617.20
Operator: Small Equipment
8.00 HR
$55.34
$442.72
Pipelayer
8.00 HR
$51.05
$408.40
Laborer
8.00 HR
$44.30
$354.40
Water Truck Driver
8.00 HR
$55.19
$441.52
RH-Bypass Sewer Takedown Crew (700.00
LF/DY, 2.00 DY)
1,400.00 LF
96.00
0.07
$6.68
$9,347.04
Backhoe Light
16.00 HR
$86.11
$1,377.76
Cat TL1055 (10K Telehandler Forklift)
16.00 HR
$112.65
$1,802.40
F-250 to F-450
16.00 HR
$39.86
$637.76
Flatbed Trailers 12 to 18 Fort Trailer
16.00 HR
$12.75
$204.00
Foreman
16.00 HR
$77.15
$1,234.40
Laborer [2]
16.00 HR
$44.30
$1,417.60
Operator: Large Equipment
16.00 HR
$60.68
$970.88
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Pipelayer
16.00 HR
$51.05
$816.80
Remove And Replace Discharge Manhole
1.00 EACH
120.00
120.00
$18,047.44
$18,047.44
RH- Bypass Sewer Takedown Crew (0.33
EACH/DY, 3.00 DY)
1.00 EACH
120.00
120.00
$17,497.44
$17,497.44
Backhoe Light
24.00 HR
$86.11
$2,066.64
F-250 to F-450
24.00 HR
$39.86
$956.64
Flatbed Trailers 12 to 18 Fort Trailer
24.00 HR
$12.75
$306.00
Foreman
24.00 HR
$77.15
$1,851.60
Laborer [2]
24.00 HR
$44.30
$2,126.40
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Cat TL1255 (12K Telehandler Forklift)
24.00 HR
$126.85
$3,044.40
Cat 352 (Weight 110K)
24.00 HR
$190.54
$4,572.96
Leadman
24.00 HR
$51.86
$1,244.64
Buy Manhole Section
1.00 EACH
$550.00
$550.00
Bypass Engineering Stamp
1.00 EACH
$1,500.00
$1,500.00
289.00 DY
13,872.00
48.00
$10,884.80
$3,145,708.
22
32 - 48" East Bypass Pump Operation
Rental Equipment And Fuel
289.00 DY
0.00
0.00
$7,683.60
$2,220,561.42
Pump - 12in Pump [3]
2,312.00 HR
$59.75
$414,426.00
Box Trailer Pump Watch
2,312.00 HR
$12.75
$29,478.00
18-inch HDPE (LF/MO) [700]
13.44 MO
$1.25
$11,761.63
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 33 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Fuel [170]
2,312.00 HR
$4.00
$1,572,160.00
Spill Kits
1.00 EACH
$850.00
$850.00
Fuel Cell 500 Gallons
13.44 MO
$500.00
$6,720.93
18-inch 45 OR 90 Degree Elbow [5]
13.44 MO
$86.00
$5,780.00
18-inch Flange Adapters With Backer Ring [8]
289.00 DY
$1.22
$2,820.64
18-inch Gate Valve [4]
13.44 MO
$750.00
$40,325.58
Large Manifold
13.44 MO
$2,650.00
$35,620.93
24-inch Suction Pipe [3]
13.44 MO
$1,250.00
$50,406.98
24-inch Suction 45-90 Degree DR17 [3]
13.44 MO
$48.90
$1,971.92
24-inch Flange Adapters With Backer Ring [3]
13.44 MO
$43.50
$1,754.16
Spill Containment [4]
13.44 MO
$195.00
$10,484.65
42-78 Inch Plug [0]
2,325.44 HR
$19.88
$0.00
Purchase Plugs
2.00 EACH
$18,000.00
$36,000.00
Pump Watch And Equipment
289.00 DY
13,872.00
48.00
$3,201.20
$925,146.80
RH-Bypass Sewer Pump Watch Crew (1.00
DY/DY, 289.00 DY)
289.00 DY
13,872.00
48.00
$3,171.20
$916,476.80
F-250 to F-450
2,312.00 HR
$39.86
$92,156.32
Light Tower [2]
2,312.00 HR
$12.25
$56,644.00
Operator: Small Equipment [6]
2,312.00 HR
$55.34
$767,676.48
Consumables
289.00 DY
$30.00
$8,670.00
1.00 EACH
968.00
968.00
$278,133.06
$278,133.06
33 - Furnish & Install 84" Polymer Concrete
Sewer Manhole On CIP Base
Install New 60" In Line MH With Cast-In-Place Base
1.00 EACH
968.00
968.00
$278,133.06
$278,133.06
Manhole Crew (0.10 EACH/DY, 10.00 DY)
1.00 EACH
640.00
640.00
$91,807.20
$91,807.20
F-250 to F-450
80.00 HR
$39.86
$3,188.80
Cat 950
80.00 HR
$104.46
$8,356.80
Excavator - 160 K LB
80.00 HR
$304.86
$24,388.80
Backhoe Light
80.00 HR
$86.11
$6,888.80
Dump Truck - 10 Wheel
80.00 HR
$88.40
$7,072.00
Water Truck 4000Gal
80.00 HR
$75.36
$6,028.80
Foreman
80.00 HR
$77.15
$6,172.00
Operator: Large Equipment [2]
80.00 HR
$60.68
$9,708.80
Pipelayer
80.00 HR
$51.05
$4,084.00
Laborer [2]
80.00 HR
$44.30
$7,088.00
Truck Driver
80.00 HR
$55.19
$4,415.20
Water Truck Driver
80.00 HR
$55.19
$4,415.20
Aggregate - ABC MAG Spec
19.95 TON
$20.00
$399.00
1/2 Sack Slurry
176.40 CY
$103.51
$18,259.16
DUMP FEES
21.00 LOAD
$75.00
$1,575.00
Trucking (6.25 DY, 0.84 Trucks, 0.42 EACH/HR)
21.00 EACH
$270.00
$5,670.00
Concrete Cast In Place Bench
1.00 EACH
280.00
280.00
$36,910.76
$36,910.76
CIP Manhole Crew (0.20 EACH/DY, 5.00 DY)
1.00 EACH
280.00
280.00
$32,981.20
$32,981.20
F-250 to F-450
40.00 HR
$39.86
$1,594.40
Backhoe Light
40.00 HR
$86.11
$3,444.40
Excavator - 160 K LB
40.00 HR
$304.86
$12,194.40
Foreman
40.00 HR
$77.15
$3,086.00
Operator: Large Equipment
40.00 HR
$60.68
$2,427.20
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 34 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Operator: Small Equipment
40.00 HR
$55.34
$2,213.60
Pipelayer
40.00 HR
$51.05
$2,042.00
Laborer
40.00 HR
$44.30
$1,772.00
Concrete Finisher [2]
40.00 HR
$52.59
$4,207.20
Forms / Rebar Cure
1.00 EACH
$2,568.00
$2,568.00
CONCRETE - MAG A (3000 PSI)
9.45 CY
$144.08
$1,361.56
Hydro Excavate Around Pipe
1.00 EACH
32.00
32.00
$5,368.96
$5,368.96
GC-Combo Hydro Truck Crew (0.50 EACH/DY,
2.00 DY)
1.00 EACH
32.00
32.00
$5,368.96
$5,368.96
Combo Vactor Truck
16.00 HR
$225.00
$3,600.00
Combo Truck Operator
16.00 HR
$62.10
$993.60
Combo Truck Assistant
16.00 HR
$48.46
$775.36
FRP Bench Treatment
1.00 EACH
$34,000.00
$34,000.00
Manhole - Polymer Manhole -84" Stackout
1.00 UNIT
$54,580.00
$54,580.00
Shoring
20.00 DY
$1,250.00
$25,000.00
MH Adjustment
1.00 EACH
16.00
16.00
$1,762.98
$1,762.98
RH-Manhole Raised Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
16.00
16.00
$1,460.60
$1,460.60
F-250 to F-450
4.00 HR
$39.86
$159.44
Backhoe Light
4.00 HR
$86.11
$344.44
Flatbed Trailers 12 to 18 Fort Trailer
4.00 HR
$12.75
$51.00
Foreman
4.00 HR
$77.15
$308.60
Laborer [2]
4.00 HR
$44.30
$354.40
Operator: Large Equipment
4.00 HR
$60.68
$242.72
CONCRETE - MAG AA (4000 PSI)
2.00 CY
$151.19
$302.38
Cut Coupons
1.00 EACH
$2,800.00
$2,800.00
1.00 EACH
1,661.10
1,661.10
$238,901.81
$238,901.81
34 - 48" West Bypass Pump Setup & Teardown
Mobilization/Demobilizaion Bypass Equipment
1.00 EACH
336.00
336.00
$42,866.88
$42,866.88
Mob Pipe
2,550.00 LF
48.00
0.02
$2.40
$6,123.84
GC-Mobilization Crew (1,275.00 LF/DY, 2.00
DY)
2,550.00 LF
48.00
0.02
$2.40
$6,123.84
Transport Truck Semi
16.00 HR
$83.31
$1,332.96
Transport Trailer - 48 FT
16.00 HR
$17.75
$284.00
Cat TL1255 (12K Telehandler Forklift)
16.00 HR
$126.85
$2,029.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Truck Driver
16.00 HR
$55.19
$883.04
Mob Pumps
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
GC-Mobilization Crew (1.00 EACH/DY, 3.00 DY)
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
Transport Truck Semi
24.00 HR
$83.31
$1,999.44
Transport Trailer - 48 FT
24.00 HR
$17.75
$426.00
Cat TL1255 (12K Telehandler Forklift)
24.00 HR
$126.85
$3,044.40
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Truck Driver
24.00 HR
$55.19
$1,324.56
Mob Appurtenances
1.00 EACH
48.00
48.00
$6,123.84
$6,123.84
GC-Mobilization Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
48.00
48.00
$6,123.84
$6,123.84
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 35 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Transport Truck Semi
16.00 HR
$83.31
$1,332.96
Transport Trailer - 48 FT
16.00 HR
$17.75
$284.00
Cat TL1255 (12K Telehandler Forklift)
16.00 HR
$126.85
$2,029.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Truck Driver
16.00 HR
$55.19
$883.04
Demob Pipe
2,550.00 LF
48.00
0.02
$2.40
$6,123.84
GC-Mobilization Crew (1,275.00 LF/DY, 2.00
DY)
2,550.00 LF
48.00
0.02
$2.40
$6,123.84
Transport Truck Semi
16.00 HR
$83.31
$1,332.96
Transport Trailer - 48 FT
16.00 HR
$17.75
$284.00
Cat TL1255 (12K Telehandler Forklift)
16.00 HR
$126.85
$2,029.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Truck Driver
16.00 HR
$55.19
$883.04
Demob Pumps
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
GC-Mobilization Crew (1.00 EACH/DY, 3.00 DY)
3.00 EACH
72.00
24.00
$3,061.92
$9,185.76
Transport Truck Semi
24.00 HR
$83.31
$1,999.44
Transport Trailer - 48 FT
24.00 HR
$17.75
$426.00
Cat TL1255 (12K Telehandler Forklift)
24.00 HR
$126.85
$3,044.40
Laborer
24.00 HR
$44.30
$1,063.20
Operator: Small Equipment
24.00 HR
$55.34
$1,328.16
Truck Driver
24.00 HR
$55.19
$1,324.56
Demob Appurtenances
1.00 EACH
48.00
48.00
$6,123.84
$6,123.84
Mobe Appurtenances
2.00 UNIT
48.00
24.00
$3,061.92
$6,123.84
GC-Mobilization Crew (1.00 UNIT/DY, 2.00
DY)
2.00 UNIT
48.00
24.00
$3,061.92
$6,123.84
Transport Truck Semi
16.00 HR
$83.31
$1,332.96
Transport Trailer - 48 FT
16.00 HR
$17.75
$284.00
Cat TL1255 (12K Telehandler Forklift)
16.00 HR
$126.85
$2,029.60
Laborer
16.00 HR
$44.30
$708.80
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Truck Driver
16.00 HR
$55.19
$883.04
Bypass Pump Station Setup
1.00 EACH
1,085.10
1,085.10
$152,105.25
$152,105.25
Cut Coupons
1.00 EACH
$2,800.00
$2,800.00
Bypass Pump Setup
3.00 EACH
240.00
80.00
$11,125.97
$33,377.92
Crane To Setup Pump
2.00 DY
$5,600.00
$11,200.00
RH-Bypass Sewer Setup Crew (0.50 EACH/DY,
6.00 DY)
3.00 EACH
240.00
80.00
$7,392.64
$22,177.92
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Cat TL1055 (10K Telehandler Forklift)
48.00 HR
$112.65
$5,407.20
Data Logger
48.00 HR
$12.50
$600.00
Flatbed Trailers 12 to 18 Fort Trailer
48.00 HR
$12.75
$612.00
Foreman
48.00 HR
$77.15
$3,703.20
Fuser Technician
48.00 HR
$52.15
$2,503.20
Laborer
48.00 HR
$44.30
$2,126.40
Operator: Small Equipment [2]
48.00 HR
$55.34
$5,312.64
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 36 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Fuse Pipe For 48" Bypass
2,550.00 LF
653.10
0.26
$33.38
$85,124.13
18-inch Fusion
2,550.00 LF
102.00
0.04
$5.69
$14,499.56
RH-Bypass Fusion 12-18in Crew (800.00
LF/DY, 3.19 DY)
2,550.00 LF
102.00
0.04
$5.69
$14,499.56
F-250 to F-450
25.50 HR
$39.86
$1,016.43
Backhoe Light
25.50 HR
$86.11
$2,195.81
Cat TL1055 (10K Telehandler Forklift)
25.50 HR
$112.65
$2,872.58
Flatbed Trailers 12 to 18 Fort Trailer
25.50 HR
$12.75
$325.13
Fusion Machine 6-8in
25.50 HR
$64.65
$1,648.58
Pipe Trailer
25.50 HR
$23.65
$603.08
Foreman
25.50 HR
$77.15
$1,967.33
Fuser Technician
25.50 HR
$52.15
$1,329.83
Laborer
25.50 HR
$44.30
$1,129.65
Operator: Small Equipment
25.50 HR
$55.34
$1,411.17
18" Misc. Fusion
8.00 EACH
32.00
4.00
$568.61
$4,548.88
RH-Bypass Fusion 12-18in Crew (8.00 LF/DY,
1.00 DY)
8.00 LF
32.00
4.00
$568.61
$4,548.88
F-250 to F-450
8.00 HR
$39.86
$318.88
Backhoe Light
8.00 HR
$86.11
$688.88
Cat TL1055 (10K Telehandler Forklift)
8.00 HR
$112.65
$901.20
Flatbed Trailers 12 to 18 Fort Trailer
8.00 HR
$12.75
$102.00
Fusion Machine 6-8in
8.00 HR
$64.65
$517.20
Pipe Trailer
8.00 HR
$23.65
$189.20
Foreman
8.00 HR
$77.15
$617.20
Fuser Technician
8.00 HR
$52.15
$417.20
Laborer
8.00 HR
$44.30
$354.40
Operator: Small Equipment
8.00 HR
$55.34
$442.72
Testing
2,550.00 LF
22.70
0.01
$1.05
$2,684.59
Pressure Test Crew (2,696.63 LF/DY, 0.95
DY)
2,550.00 LF
22.70
0.01
$1.05
$2,684.59
Backhoe Light
7.57 HR
$86.11
$651.42
F-250 to F-450
7.57 HR
$39.86
$301.54
Hydro Static Test Trailer
7.57 HR
$45.36
$343.15
Foreman
7.57 HR
$77.15
$583.64
Operator: Small Equipment
7.57 HR
$55.34
$418.65
Pipelayer
7.57 HR
$51.05
$386.19
Remove Bypass Pump Station
1.00 EACH
160.00
160.00
$28,260.48
$28,260.48
Crane To Remove Pumps
2.00 DY
$5,600.00
$11,200.00
RH-Bypass Sewer Takedown Crew (0.25
EACH/DY, 4.00 DY)
1.00 EACH
160.00
160.00
$17,060.48
$17,060.48
Backhoe Light
32.00 HR
$86.11
$2,755.52
Cat TL1055 (10K Telehandler Forklift)
32.00 HR
$112.65
$3,604.80
F-250 to F-450
32.00 HR
$39.86
$1,275.52
Flatbed Trailers 12 to 18 Fort Trailer
32.00 HR
$12.75
$408.00
Foreman
32.00 HR
$77.15
$2,468.80
Laborer [2]
32.00 HR
$44.30
$2,835.20
Operator: Large Equipment
32.00 HR
$60.68
$1,941.76
Operator: Small Equipment
32.00 HR
$55.34
$1,770.88
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 37 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Bypass Pipe Removal
2,550.00 LF
336.40
0.13
$13.78
$35,130.62
Flush Pipe & Pigging Crew
4,800.00 LF
336.40
0.07
$7.32
$35,130.62
Chlorine And Dechlorine
1.00 LS
$1,200.00
$1,200.00
Flush And Chlorinate Pipe (1,399.42 LF/DY,
3.43 DY)
4,800.00 LF
137.20
0.03
$3.03
$14,535.52
Backhoe Light
27.44 HR
$86.11
$2,362.86
F-250 to F-450
27.44 HR
$39.86
$1,093.76
Hydro Static Test Trailer
27.44 HR
$45.36
$1,244.68
Water Truck 4000Gal
27.44 HR
$75.36
$2,067.88
Foreman
27.44 HR
$77.15
$2,117.00
Operator: Small Equipment
27.44 HR
$55.34
$1,518.53
Pipelayer
27.44 HR
$51.05
$1,400.81
Laborer
27.44 HR
$44.30
$1,215.59
Water Truck Driver
27.44 HR
$55.19
$1,514.41
RH-Bypass Sewer Takedown Crew
(1,156.63 LF/DY, 4.15 DY)
4,800.00 LF
199.20
0.04
$4.04
$19,395.11
Backhoe Light
33.20 HR
$86.11
$2,858.85
Cat TL1055 (10K Telehandler Forklift)
33.20 HR
$112.65
$3,739.98
F-250 to F-450
33.20 HR
$39.86
$1,323.35
Flatbed Trailers 12 to 18 Fort Trailer
33.20 HR
$12.75
$423.30
Foreman
33.20 HR
$77.15
$2,561.38
Laborer [2]
33.20 HR
$44.30
$2,941.52
Operator: Large Equipment
33.20 HR
$60.68
$2,014.58
Operator: Small Equipment
33.20 HR
$55.34
$1,837.29
Pipelayer
33.20 HR
$51.05
$1,694.86
Remove Pump Setup
3.00 EACH
192.00
64.00
$10,267.73
$30,803.20
RH-Bypass Sewer Setup Crew (0.50 EACH/DY,
6.00 DY)
3.00 EACH
192.00
64.00
$6,534.40
$19,603.20
F-250 to F-450
48.00 HR
$39.86
$1,913.28
Foreman
48.00 HR
$77.15
$3,703.20
Fuser Technician
48.00 HR
$52.15
$2,503.20
Laborer
48.00 HR
$44.30
$2,126.40
Cat TL1255 (12K Telehandler Forklift)
48.00 HR
$126.85
$6,088.80
Data Logger [0]
48.00 HR
$12.50
$0.00
Flatbed Trailers 12 to 18 Fort Trailer
48.00 HR
$12.75
$612.00
Operator: Small Equipment
48.00 HR
$55.34
$2,656.32
Crane To Setup Pump
2.00 DY
$5,600.00
$11,200.00
Bypass Engineering Stamp
1.00 EACH
$1,500.00
$1,500.00
Excavation/Subcut For Pump Station
1.00 EACH
128.00
128.00
$18,833.68
$18,833.68
Subcut Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
128.00
128.00
$16,983.68
$16,983.68
F-250 to F-450
16.00 HR
$39.86
$637.76
Excavator - 160 K LB
16.00 HR
$304.86
$4,877.76
Dump Truck - 10 Wheel
16.00 HR
$88.40
$1,414.40
Water Truck 4000Gal
16.00 HR
$75.36
$1,205.76
Cat 950
16.00 HR
$104.46
$1,671.36
Foreman
16.00 HR
$77.15
$1,234.40
Operator: Large Equipment [2]
16.00 HR
$60.68
$1,941.76
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 38 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Pipelayer
16.00 HR
$51.05
$816.80
Laborer [2]
16.00 HR
$44.30
$1,417.60
Truck Driver
16.00 HR
$55.19
$883.04
Water Truck Driver
16.00 HR
$55.19
$883.04
Trucking (1.00 DY, 1.25 Trucks, 0.63 EACH/HR)
5.00 EACH
$270.00
$1,350.00
DUMP FEES
5.00 LOAD
$100.00
$500.00
Backfill & Restore Subcut/Pump Station
1.00 EACH
112.00
112.00
$13,546.00
$13,546.00
Subcut Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
112.00
112.00
$11,824.00
$11,824.00
F-250 to F-450
16.00 HR
$39.86
$637.76
Dump Truck - 10 Wheel
16.00 HR
$88.40
$1,414.40
Water Truck 4000Gal
16.00 HR
$75.36
$1,205.76
Cat 950
16.00 HR
$104.46
$1,671.36
Cat CB24 (Roller)
16.00 HR
$32.02
$512.32
Foreman
16.00 HR
$77.15
$1,234.40
Operator: Large Equipment
16.00 HR
$60.68
$970.88
Pipelayer
16.00 HR
$51.05
$816.80
Laborer
16.00 HR
$44.30
$708.80
Truck Driver
16.00 HR
$55.19
$883.04
Water Truck Driver
16.00 HR
$55.19
$883.04
Operator: Small Equipment
16.00 HR
$55.34
$885.44
Aggregate - ABC MAG Spec
86.10 TON
$20.00
$1,722.00
Paving Subcontractor
134.00 SY
$75.00
$10,050.00
122.00 DY
5,856.00
48.00
$17,136.73
$2,090,680.
70
35 - 48" West Bypass Pump Operation
Rental Equipment And Fuel
122.00 DY
0.00
0.00
$13,935.53
$1,700,134.30
12-Inch Standard Pump [3]
1,096.00 HR
$52.82
$173,672.16
Box Trailer Pump Watch
1,096.00 HR
$12.75
$13,974.00
18-inch HDPE (LF/MO) [2,550]
6.37 MO
$1.25
$20,311.05
Fuel [313]
1,096.00 HR
$4.00
$1,372,192.00
Spill Kits
1.00 EACH
$850.00
$850.00
2-inch ARV And Containment
6.37 MO
$195.00
$1,242.56
Fuel Cell 500 Gallons
6.37 MO
$500.00
$3,186.05
18-inch 45 OR 90 Degree Elbow
6.37 MO
$86.00
$548.00
18-inch Flange Adapters With Backer Ring
137.00 DY
$1.22
$167.14
18-inch Gate Valve
6.37 MO
$750.00
$4,779.07
Large Manifold
6.37 MO
$2,650.00
$16,886.05
24-inch Flange Adapters With Backer Ring
6.37 MO
$43.50
$277.19
24-inch Suction 45-90 Degree DR17
6.37 MO
$48.90
$311.60
24-inch Suction Pipe
6.37 MO
$1,250.00
$7,965.12
Spill Containment
6.37 MO
$195.00
$1,242.56
42-78 Inch Plug [0]
976.00 HR
$19.88
$0.00
Purchase Plugs
2.00 EACH
$18,000.00
$36,000.00
8-inch HDPE (LF/MO) [1,000]
5.67 MO
$1.00
$5,674.42
6-Inch Centrifugal [2]
976.00 HR
$12.78
$24,946.56
6-Inch High Pressure Hose (EA/MO) [2]
976.00 HR
$1.18
$2,303.36
6-Inch Valve [2]
976.00 HR
$1.72
$3,357.44
Small Manifold
976.00 HR
$7.10
$6,929.60
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 39 of 41
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
4-12 Inch Plug [2]
976.00 HR
$1.70
$3,318.40
Pump Watch And Equipment
122.00 DY
5,856.00
48.00
$3,201.20
$390,546.40
RH-Bypass Sewer Pump Watch Crew (1.00
DY/DY, 122.00 DY)
122.00 DY
5,856.00
48.00
$3,171.20
$386,886.40
F-250 to F-450
976.00 HR
$39.86
$38,903.36
Light Tower [2]
976.00 HR
$12.25
$23,912.00
Operator: Small Equipment [6]
976.00 HR
$55.34
$324,071.04
Consumables
122.00 DY
$30.00
$3,660.00
15.00 MO
8,640.00
576.00
$90,483.09
$1,357,246.
29
36 - General Conditions
Job Office Expense
15.00 MO
$500.00
$7,500.00
Office Power
15.00 MO
$500.00
$7,500.00
ST&S
53,962.76 MH
$3.00
$161,888.29
Software/ Hardware / Devices
15.00 MO
$250.00
$3,750.00
Water And Ice
15.00 MO
$1,000.00
$15,000.00
Site Security
15.00 MO
$3,000.00
$45,000.00
Project Management
15.00 MO
2,640.00
176.00
$23,474.88
$352,123.20
Project Manager (0.05 MO/DY, 330.00 DY)
15.00 MO
2,640.00
176.00
$23,474.88
$352,123.20
F-150
2,640.00 HR
$28.36
$74,870.40
Project Manager
2,640.00 HR
$105.02
$277,252.80
Project Engineer
15.00 MO
2,640.00
176.00
$19,747.20
$296,208.00
Project Engineer (0.05 MO/DY, 330.00 DY)
15.00 MO
2,640.00
176.00
$19,747.20
$296,208.00
F-150
2,640.00 HR
$28.36
$74,870.40
Project Engineer
2,640.00 HR
$83.84
$221,337.60
Superintendent (Full-Time)
15.00 MO
2,640.00
176.00
$23,166.88
$347,503.20
Project Superintendent (0.05 MO/DY, 330.00 DY)
15.00 MO
2,640.00
176.00
$23,166.88
$347,503.20
F-150
2,640.00 HR
$28.36
$74,870.40
Project Superintendent
2,640.00 HR
$103.27
$272,632.80
Bypass Superintendent (Half-Time)
9.00 MO
720.00
80.00
$10,530.40
$94,773.60
Project Superintendent (0.10 MO/DY, 90.00 DY)
9.00 MO
720.00
80.00
$10,530.40
$94,773.60
F-150
720.00 HR
$28.36
$20,419.20
Project Superintendent
720.00 HR
$103.27
$74,354.40
Dumpster Service
15.00 MO
$500.00
$7,500.00
Portable Restroom
15.00 MO
$1,000.00
$15,000.00
Armorock QA/QC Travel Expenses
1.00 LS
$3,500.00
$3,500.00
101/202 66 Inch Reduntant Sewer 90% GMP Rev1
8/12/2025 1:03:28 PM
Page 40 of 41
Exhibit D4: List of GMP Documents
LOOP 101 AND 202 FREEWAY
66-INCH REDUNDANT SEWER PROJECT
COC PROJECT NO.: WW2402.401
GURANTEDD MAXIMUM PRICE
DOCUMENTS:
•
TECHNICAL SPECIFICATIONS: CITY OF CHANDLER, ARIZONA – LOOP 101 AND 202 FREEWAY
66-INCH REDUNDANT SEWER PROJECT, TECHNICAL SPECIFICATIONS, MAY 2025
•
PROJECT DRAWINGS: CITY OF CHANDLER, ARIZONA – LOOP 101 AND 202 FREEWAY 66-INCH
REDUNDANT SEWER PROJECT, CITY PROJECT NO. WW2402-401, JUNE 2025
EXHIBIT E
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page E-1
Project No.: WW2402.401
Rev. 1/16/2024
SUBCONTRACTOR DOCUMENTS WITH CM@RISK
Any subcontractor assumptions, clarifications, exclusions, terms & conditions, signature blocks, etc. included are strictly between the CM@RISK
and their subcontractors, and do not apply to the Agreement between the CM@RISK and the City.
SUBCONTRACTOR’S LIST FORM
If CM@Risk intends to subcontract any portion of this Agreement, the CM@Risk must submit the name, address, and contractor’s license number (if
applicable) of each subcontractor, including the work component of such subcontracting. Include the form with the bid submittal documents. CM@Risk
may make multiple copies of this form as needed.
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
Company Name:
Contact Name:
Contact Email:
Contact Phone:
Work Component:
Percentage of Total
Work Performed:
EXHIBIT F
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page F-1
Project No.: WW2402.401
Rev 1/16/2024
GIS / GPS DATA DELIVERY REQUIREMENTS
1 | P a g e
GIS / GPS Data Delivery Requirements
Contractor shall provide survey grade GPS / GIS data, meeting the following requirements for all
facilities to be owned and/or operated by the City of Chandler.
a) ESRI File Geodatabase format:
All GPS point data, along with corresponding GIS Attribute data, must be submitted in ESRI File
Geodatabase format. The City of Chandler will provide a copy of the File Geodatabase in ESRI
ArcGIS format. Please submit your request through the Project Manager.
b) Data dictionary and Attribute data:
Attribute data should be provided for each of the GPS’d Utility Features listed in Section ‘d’ below.
All Attribute data should conform to the ESRI File Geodatabase format, provided by the City. A
copy of the data dictionary is also attached here for reference.
c) Coordinate System:
Horizontal Datum: Arizona State Plane Coordinates, Central Zone NAD83 (HARN)
Vertical Datum: NAVD88
d) Point Data for GPS:
1) Water System Features:
•
Water main location (top of pipe), size and material (one (1) coordinate provided every 100 feet
minimum) and at fittings.
•
Water fitting location (top of feature), size, material and type including: Bend (22.5, 45, or 90),
Tee, Tapping Sleeve, Cross, Coupling, End Cap, Line Stop, Reducer, Saddle, Other.
•
Water valve location (center of valve box cover), size and type.
•
Fire hydrant location (top of hydrant), manufacturer and year.
•
Water service line location (at connection to main, any bends, and termination at meter box or
meter vault or at the edge of easement or ROW), size and material.
•
Water blow-off and air release valve location (center of cover), size, type and manufacturer.
•
Water manhole or vault location (center of cover), size and type.
2) Waste Water System Features:
•
Sewer manhole and cleanout location (center of cover), size, material, and cover type.
•
Sewer gravity main location (invert of pipe), size, material and flow direction (from) at all
manholes, cleanouts and structures.
•
Sewer service line location, size and material (at connection to main, and termination at
cleanout, or stub out at edge of the easement or ROW).
•
Sewer force main location (top of pipe), size, and material (one (1) coordinate provided every
100 feet minimum) and at fittings.
2 | P a g e
•
Sewer force main (and gravity) fitting location (top of feature), size, material and type including:
Bend (22.5, 45, or 90), Tee, Tapping Sleeve, Cross, Coupling, End Cap, Linestop, Reducer,
Saddle, Wye, Other
•
Sewer force main valve location (center of valve box cover), size and type.
•
Sewer force main air release valve location (center of cover), size, type and manufacturer.
•
Sewer force main manhole or vault location (center of cover), size and material.
•
Sewer structure (center of structure), type (diversion, junction box).
3) Reclaimed Water System Features:
•
Reclaimed main location (top of pipe), size, and material (one (1) coordinate provided every
100 feet minimum) and at fittings.
•
Reclaimed fitting location (top of feature), size, material and type including: Bend (22.5, 45, or
90), Tee, Tapping Sleeve, Cross, Coupling, End Cap, Linestop, Reducer, Saddle, Other.
•
Reclaimed valve location (center of valve box cover), size and type.
•
Reclaimed service line location (at connection to main, any bends, and termination at meter
box or meter vault or at the edge of easement or ROW), size and material.
•
Reclaimed blow-off and air release valve location (center of cover), size, type and
manufacturer.
•
Reclaimed manhole or vault location (center of cover), size and type.
4) Storm Water System Features:
•
Storm manhole and cleanout location (center of cover), size, material, and cover type.
•
Storm gravity main location (invert of pipe), size, material, and flow direction (from) at all
manholes, cleanouts and structures.
•
Storm structure location (center of structure), type and category including: Drywell, Catch
Basin, Scupper, Bubbler Box, and Collection Vault.
5) Streetlight Feature:
•
Streetlights
6) Standard GPS Metadata on all points collected: Date, Time, Horizontal Accuracy, Vertical Accuracy,
Latitude, Longitude, Altitude, Surveyor, and Comments.
7) Electronic Data Submittal: Each submittal must consist of
•
ESRI – ArcGIS Geodatabase with cumulative data and attributes
•
Construction plans with collected utilities clearly redlined and changes marked
The frequency of data submittals will be every two weeks after water, sewer, reclaim or storm
assets go into the ground. Please email submittals to: GIS@chandleraz.gov
3 | P a g e
DATA DICTIONARY: WATER
WATER_BACKFLOW
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
GIS_BACKFLOW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
GIS_BACKFLOW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
GIS_BACKFLOW_SPATIALSOURCE
SIZE
SIZE
Double
TYPE
TYPE
Text
25
GIS_BACKFLOW_TYPE
MANUFACTURER
MANUFACTURER
Text
25
GIS_BACKFLOW_MANUFACTURER
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
15
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
4 | P a g e
WATER_FITTING
Field Name
Alias Name
Data Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
WS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
WS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WS_SPATIALSOURCE_STD
MATERIAL
MATERIAL
Text
20
WS_FITTING_MATERIAL
DIAMETER1
DIAMETER1
Text
8
RWS_FITTING_DIAMETER
DIAMETER2
DIAMETER2
Text
8
RWS_FITTING_DIAMETER
TYPE
TYPE
Text
30
WS_FITTING_TYPE
BEND
BEND
Text
20
WS_FITTING_BEND
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
5 | P a g e
WATER_HYDRANT
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
Feature Owner
Text
25
WS_FEATUREOWNER
LIFECYCLESTATUS
Lifecycle Status
Text
25
WS_LIFECYCLESTATUS
SPATIALSOURCE
Spatial Source
Text
25
WS_SPATIALSOURCE_STD
BARRELDIAMETER
Barrel Diameter
Double
LARGENOZZLEDIAMETER
Large Nozzle Diameter
Double
SMALLNOZZLEDIAMETER
Small Nozzle Diameter
Double
OUTLETCONFIGURATION
Outlet Configuration
Double
SEATDIAMETER
Seat Diameter
Double
MANUFACTURER
Manufacturer
Text
25
WS_HYD_MANUFACTURER
YEARMANUFACTURED
Manufacture Year
Text
25
HASLOCK
Has Lock ?
Text
25
GIS_BOOLEAN_YES_NO
COLOR
Color
Text
25
WS_HYD_COLOR
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
25
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
6 | P a g e
WATER_MANHOLE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
WS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
WS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WS_SPATIALSOURCE_STD
ACCESSDIAMETER
ACCESSDIAMETER
Text
8
ACCESSTYPE
ACCESSTYPE
Text
20
GROUNDTYPE
GROUNDTYPE
Text
20
WS_SYSVAL_GROUNDTYPE
COVERMATERIAL
COVERMATERIAL
Text
10
COVERTYPE
COVERTYPE
Text
8
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
7 | P a g e
WATER_METER
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
Feature Owner
Text
20
GBA_WMSL_FEATUREOWNER
LIFECYCLESTATUS
Lifecycle Status
Text
25
GBA_WMSL_LIFECYCLESTATUS
SPATIALSOURCE
Spatial Source
Text
25
GBA_STATIC_SPATIALSOURCE
DIAMETER
DIAMETER
Double
WS_METER_DIAM
MANUFACTURER
Manufacturer
Text
25
WS_METER_MANUFACTURER
METERTYPE
Meter Type
Text
25
WS_METER_TYPE
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
15
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
8 | P a g e
WATER_SYSTEM_VALVE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATURE OWNER
Text
20
WS_SYSVAL_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLE STATUS
Text
20
WS_SYSVAL_LIFECYCLESTATUS
SPATIALSOURCE
SPATIAL SOURCE
Text
20
WS_SYSVAL_SPATIALSOURCE
TYPE
TYPE
Text
25
WS_SYSVAL_TYPE
VALVETYPE
VALVE TYPE
Text
10
WS_SYSVAL_VALVETYPE
FUNCTION
FUNCTION
Text
25
WS_SYSVAL_FUNCTION
GROUNDTYPE
GROUNDTYPE
Text
25
WS_SYSVAL_GROUNDTYPE
DIAMETER
Diameter
Text
8
WS_SYSVAL_DIAM
GPS_DATE
GPS DATE
Date
GPS_TIME
GPS TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS COMMENT
Text
30
9 | P a g e
Water Domains:
Domain name
WS_LIFECYCLESTATUS
ABANDONED
ABANDONED
ACTIVE
ACTIVE
FUTURE
FUTURE
INACTIVE
INACTIVE
REMOVED
REMOVED
UNKNOWN
UNKNOWN
Domain name
WS_FEATUREOWNER
COC
Chandler
COG
Gilbert
COM
Mesa
COP
Phoenix
COT
Tempe
COUNTY
Maricopa County
GOULD
Gould
GRIC
GRIC
INTEL
Intel
MICROCHIP
Microchip
MOTOROLA
Motorola
PRIVATE
Private
SRP
SRP
SRVWUA
SRVWUA
UNKNOWN
UNKNOWN
Domain name
WS_SYSVAL_SPATIALSOURCE
APPROVED PLANS
APPROVED PLANS
ASBUILT
ASBUILT
DESIGN
DESIGN
GPS
GPS
HYDRMAINT
HYDRMAINT
ORTHOPHOTO
ORTHOPHOTO
TM7
TM7
UNKNOWN
UNKNOWN
Domain name
WS_SYSVAL_LIFECYCLESTATUS
FUTURE
FUTURE
UNKNOWN
UNKNOWN
INACTIVE
INACTIVE
ACTIVE
ACTIVE
REMOVED
REMOVED
ABANDONED
ABANDONED
Domain name
WS_HYD_MANUFACTURER
AMERICANDARLING AMERICANDARLING
AVK
AVK
CLOW
CLOW
DRESSER
DRESSER
GREENBERG
GREENBERG
KENNEDY
KENNEDY
MUELLER
MUELLER
PACIFIC
PACIFIC
UNKNOWN
UNKNOWN
WATEROUS
WATEROUS
10 | P a g e
Domain name
WS_FITTING_BEND
HORIZONTAL
HORIZONTAL
VERTICAL
VERTICAL
Domain name
WS_FITTING_TYPE
11B
11B
22B
22B
45B
45B
90B
90B
COUPLING
COUPLING
CROSS
CROSS
ENDCAP
ENDCAP
LINESTOP
LINESTOP
OTHER
OTHER
REDUCER
REDUCER
SADDLE
SADDLE
TAPPING SLEEVE
TAPPING SLEEVE
TEE
TEE
UNKNOWN
UNKNOWN
WYE
WYE
Domain name
WS_SYSVAL_DIAM
2
2
3
3
4
4
6
6
8
8
10
10
12
12
16
16
20
20
24
24
30
30
36
36
42
42
48
48
54
54
Domain name
WS_SYSVAL_GROUNDTYPE
CONCRETE
CONCRETE
ASPHALT
ASPHALT
LANDSCAPE
LANDSCAPE
UNKNOWN
UNKNOWN
Domain name
WS_HYD_COLOR
0
YELLOW
1
BLACK/YELLOW
2
RED
3
UNKNOWN
Domain name
WS_SPATIALSOURCE_STD
ASBUILT
ASBUILT
DESIGN
DESIGN
FIELD
FIELD
GPS
GPS
ORTHOPHOTO
ORTHOPHOTO
UNKNOWN
UNKNOWN
11 | P a g e
S
Domain name
WS_METER_DIAM
0.63
.63
0.75
.75
1
1
1.5
1.5
2
2
2.5
2.5
3
3
4
4
6
6
8
8
10
10
Domain name
WS_SYSVAL_FEATUREOWNER
COC
COC
PRIVATE
PRIVATE
COM
COM
MOTOROLA
MOTOROLA
INTEL
INTEL
UNKNOWN
UNKNOWN
TOG
TOG
Domain name
WS_FITTING_MATERIAL
DI
DI
PVC
PVC
BRASS
BRASS
STL
STL
COPPER
COPPER
AC
AC
CC
CC
CI
CI
Domain name
WS_METER_MANUFACTURER
BADGER METERS
BADTER METERS
NEPTUNE METERS
NEPTUNE METERS
PRECISION METERS
PRECISION METERS
BADGER-NEPTUNE
BADGER-NEPTUNE
SENSUS
SENSUS
Domain name
WS_SYSVAL_TYPE
STANDARD
STANDARD
BLOWOFF
BLOWOFF
ARV
ARV
AIR VACUUM
AIR VACUUM
PERMASEAL
PERMASEAL
Domain name
WS_METER_TYPE
BYPASS
BYPASS
COMBO
COMBO
CMPND
CMPND
DISC
DISC
MAG
MAG
FDTEC
FDTEC
MLTJET
MLTJET
TURBIN
TURBIN
Ultrasonic
Ultrasonic
Domain name
GBA_WMSI_LIFECYCLESTATUS
Operational
Operational
Empty
Empty
Out of Service
Out of Service
Abandoned
Abandoned
12 | P a g e
Domain name
WS_SYSVAL_FUNCTION
INLINE
INLINE
HYDRANT
HYDRANT
STUBOUT
STUBOUT
UNKNOWN
UNKNOWN
SERVICE
SERVICE
BYPASS
BYPASS
WPF
WPF
FDC
FDC
VAULT
VAULT
BACKFLOW
BACKFLOW
PUMPOUT
PUMPOUT
PUMPSTATION
PUMPSTATION
FIRELINE
FIRELINE
ARV
ARV
ZONE_SPLIT_VALVES
ZONE_SPLIT_VALVES
Domain name
WS_SYSVAL_VALVETYPE
GATE
GATE
BUTTERFLY
BUTTERFLY
BALL
BALL
PLUG
PLUG
PIV
PIV
UNKNOWN
UNKNOWN
INSERTA
INSERTA
Domain name
GIS_BACKFLOW_MANUFACTURER
FEBCO
FEBCO
WATTS
WATTS
WILKINS
WILKINS
AMES
AMES
CONBRACO
SERVICE
HERSEY
HERSEY
RAIN BIRD
RAIN BIRD
APOLLO VALVES
APOLLO VALVES
METRON
METRON
OTHER
OTHER
Domain name
GIS_BACKFLOW_FEATUREOWNER
COC
COC
PRIVATE
PRIVATE
CONTRACTOR
CONTRACTOR
INTEL
INTEL
OCA
OCA
OMG
OMG
TOG
TOG
UNKNOWN
UNKNOWN
Domain name
GIS_BACKFLOW_TYPE
Air Gap
Air Gap
Unknown
Unknown
Double Check Detector
Double Check Detector
Pressure Vacuum Breaker
Pressure Vacuum Breaker
Double Check
Double Check
Reduced Pressure Detector
Reduced Pressure Detector
Atmoshpheric Vacuum
Breaker
Atmoshpheric Vacuum
Breaker
13 | P a g e
DATA DICTIONARY: SEWER
SEWER CLEANOUT
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
WW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
WW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WW_SPATIALSOURCE
RIM_ELEV
RIM_ELEV
Double
INV_ELEV
INV_ELEV
Double
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
14 | P a g e
SEWER CONTROL VALVE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
WW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
WW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WW_SPATIALSOURCE
TYPE
TYPE
Text
25
WW_CONTROL_VALVE_TYPE
DIAMETER
DIAMETER
Text
8
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
15 | P a g e
SEWER_FITTING
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
WW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
WW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WW_SPATIALSOURCE
MATERIAL
MATERIAL
Text
20
WW_FITTING_MATERIAL
TYPE
TYPE
Text
30
WW_FITTING_TYPE
BEND
BEND
Text
20
WW_FITTING_BEND
SIZE
SIZE
Text
20
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
16 | P a g e
SEWER_MANHOLE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
WW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
WW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
WW_SPATIALSOURCE
TYPE
TYPE
Text
20
WW_MH_TYPE
COVER_MATERIAL
COVER_MATERIAL
Text
25
WW_MH_COVER_MATERIAL
COVER_HOLE
COVER_HOLE
Text
25
WW_MH_COVER_HOLE
COVER_SIZE
COVER_SIZE
Text
20
WW_MH_COVER_SIZE
RIM_ELEV
RIM_ELEV
Double
INV_ELEV
INV_ELEV
Double
LINING
LINING
Text
255
WW_MH_LINER
WALL_MATERIAL
WALL_MATERIAL
Text
255
WW_MH_WALL_MATERIAL
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
17 | P a g e
Sewer Domains:
Domain name
WW_MH_COVER_MATERIAL
ALUMINUM
ALUMINUM
CASTIRON
CASTIRON
HDPE COMPOSITE - CAP
HDPE COMPOSITE - CAP
HDPE COMPOSITE - EJ
HDPE COMPOSITE - EJ
HDPE COMPOSITE - HD20
HDPE COMPOSITE - HD20
STEEL
STEEL
UNKNOWN
UNKNOWN
Domain name
WW_FEATUREOWNER
COC
COC
PRIVATE
PRIVATE
TOG
TOG
UNKNOWN
UNKNOWN
Domain name
WW_SPATIALSOURCE
GPS
GPS
ASBUILT
ASBUILT
UNKNOWN
UNKNOWN
Domain name
WW_MH_COVER_SIZE
0
Unknown
4
4
6
6
8
8
22
22
24
24
26
26
28
28
30
30
32
32
38
38
48
48
60
60
Domain name
WW_MH_COVER_HOLE
UNKNOWN
UNKNOWN
SEALED
SEALED
Domain name
WW_MH_LINER
CAST-IN-PLACE
CAST-IN-PLACE
CEMENTITIOUS
CEMENTITIOUS
COMPOSITE
COMPOSITE
CURED-IN-PLACE
CURED-IN-PLACE
EPOXY
EPOXY
FR PLASTIC INSERT
FR PLASTIC INSERT
FR POLYMER INSERT
FR POLYMER INSERT
INSERT
INSERT
UNKNOWN
UNKNOWN
Domain name
WW_MH_WALL_MATERIAL
NONE
NONE
COMPOSITE
COMPOSITE
UNKNOWN
UNKNOWN
CONCRETE
CONCRETE
POURED
POURED
TLOCK
TLOCK
PRECAST
PRECAST
BRICK
BRICK
Domain name
WW_LIFECYCLESTATUS
ABANDONED
ABANDONED
ACTIVE
ACTIVE
INACTIVE
INACTIVE
PULLED
PULLED
UNKNOWN
UNKNOWN
18 | P a g e
Domain name
WW_FITTING_MATERIAL
PVC
PVC
DIP
DIP
HDPE
HDPE
RCP
RCP
ACP
ACP
ABS
ABS
RUBBER
RUBBER
CONCRETE
CONCRETE
CLAY
CLAY
STEEL ENCASED VCP
STEEL ENCASED VCP
TLOCK LINE
TLOCK LINE
LINED RCP
LINED RCP
PVC LINED RCP
PVC LINED RCP
PVC LINED DIP
PVC LINED RCP
Domain name
WW_FITTING_TYPE
TEE
TEE
WYE
WYE
90 BEND
90 BEND
45 BEND
45 BEND
22 BEND
22 BEND
11 BEND
11 BEND
ENCAP
ENCAP
PLUG
PLUG
REDUCER
REDUCER
ARV
ARV
FLOW METER
FLOW METER
NO FLOW POINT
NO FLOW POINT
OWNERSHIP CHANGE
OWNERSHIP CHANGE
OTHER
OTHER
UNKNOWN
UNKNOWN
COUPLING
COUPLING
Domain name
WW_FITTING_BEND
HORIZONTAL
HORIZONTAL
VERTICAL
VERTICAL
NONE
NONE
Domain name
WW_CONTROL_VALVE_TYPE
AIRRELEASE
AIRRELEASE
AIRVACUUMRELEASE
AIRVACUUMRELEASE
PRESSURERELIEF
PRESSURERELIEF
VACUUMRELEASE
VACUUMRELEASE
UNKNOWN
UNKNOWN
N/A
N/A
Domain name
WW_MH_TYPE
0
UNKNOWN
1
SANITARY SEWER
2
ARV
19 | P a g e
DATA DICTIONARY: RECLAIM
RECLAIM_WATER_BACKFLOW
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
GIS_BACKFLOW_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
GIS_BACKFLOW_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
GIS_BACKFLOW_SPATIALSOURCE
SIZE
SIZE
Double
TYPE
TYPE
Text
25
GIS_BACKFLOW_TYPE
MANUFACTURER
MANUFACTURER
Text
25
GIS_BACKFLOW_MANUFACTURER
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
15
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
20 | P a g e
RECLAIM_WATER_FITTING
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
RWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
RWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
RWS_SPATIALSOURCE
MATERIAL
MATERIAL
Text
20
RWS_MAIN_OR_SERVICE_MATERIAL
DIAMETER1
DIAMETER1
Text
8
RWS_FITTING_DIAMETER
DIAMETER2
DIAMETER2
Text
8
RWS_FITTING_DIAMETER
TYPE
TYPE
Text
30
RWS_FITTING_TYPE
BEND
BEND
Text
20
RWS_FITTING_BEND
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
8
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
8
GPS_COMMENT
GPS_COMMENT
Text
30
21 | P a g e
RECLAIM_WATER_MANHOLE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
RWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
RWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
RWS_SPATIALSOURCE
ACCESSDIAMETER
ACCESSDIAMETER
Text
8
ACCESSTYPE
ACCESSTYPE
Text
20
GROUNDTYPE
GROUNDTYPE
Text
20
RWS_GROUNDTYPE
COVERMATERIAL
COVERMATERIAL
Text
10
RWS_COVER_MATERIAL
COVERTYPE
COVERTYPE
Text
8
RWS_COVER_TYPE
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
22 | P a g e
RECLAIM_WATER_METER
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
Feature Owner
Text
20
GBA_WMSL_FEATUREOWNER
LIFECYCLESTATUS
Lifecycle Status
Text
25
GBA_WMSL_LIFECYCLESTATUS
SPATIALSOURCE
Spatial Source
Text
25
GBA_STATIC_SPATIALSOURCE
DIAMETER
DIAMETER
Double
RWS_METER_DIAM
MANUFACTURER
Manufacturer
Text
25
RWS_METER_MANUFACTURER
METERTYPE
Meter Type
Text
25
RWS_METERTYPE
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
15
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
30
23 | P a g e
RECLAIM WATER SYSTEM VALVE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATURE OWNER
Text
20
RWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLE STATUS
Text
20
RWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIAL SOURCE
Text
20
RWS_SPATIALSOURCE
TYPE
TYPE
Text
25
RWS_SYSVAL_TYPE
VALVETYPE
VALVE TYPE
Text
10
RWS_SYSVAL_VALVETYPE
FUNCTION
FUNCTION
Text
25
RWS_SYSVAL_FUNCTION
GROUNDTYPE
GROUNDTYPE
Text
25
RWS_SYSVAL_GROUNDTYPE
DIAMETER
DIAMETER
Double
RWS_SYSVAL_DIAM
GPS_DATE
GPS DATE
Date
8
GPS_TIME
GPS TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS COMMENT
Text
30
24 | P a g e
Reclaim Water Domains:
Domain name
RWS_FITTING_BEND
HORIZONTAL
HORIZONTAL
VERTICAL
VERTICAL
Domain name
RWS_SYSVAL_VALVETYPE
BALL
BALL
BUTTERFLY
BUTTERFLY
GATE
GATE
INSERTA
INSERTA
PIV
PIV
PLUG
PLUG
UNKNOWN
UNKNOWN
Domain name
RWS_MAIN_OR_SERVICE_MATERIAL
AC
AC
CC
CC
CI
CI
CU
COPPER
DI
DI
PVC
PVC
UNKNOWN
UNKNOWN
AC
AC
CC
CC
Domain name
RWS_SYSVAL_FUNCTION
ARV
ARV
INLINE
INLINE
PUMPOUT
PUMPOUT
PUMPSTATION
PUMPSTATION
SERVICE
SERVICE
STUBOUT
STUBOUT
UNKNOWN
UNKNOWN
VAULT
VAULT
Domain name
RWS_FITTING_TYPE
11B
11B
22B
22B
45B
45B
90B
90B
COUPLING
COUPLING
CROSS
CROSS
ENDCAP
ENDCAP
LINESTOP
LINESTOP
MECHANICAL JOINT
MECHANICAL JOINT
OTHER
OTHER
RECHARGE WELL
RECHARGE WELL
REDUCER
REDUCER
SADDLE
SADDLE
TAPPING SLEEVE
TAPPING SLEEVE
TEE
TEE
UNKNOWN
UNKNOWN
WYE
WYE
Domain name
RWS_SYSVAL_TYPE
ARV
ARV
AIR VACUUM
AIR VACUUM
BLOWOFF
BLOWOFF
PERMASEAL
PERMASEAL
STANDARD
STANDARD
25 | P a g e
Domain name
RWS_SPATIALSOURCE
ASBUILT
ASBUILT
FIELD
FIELD
GPS
GPS
ORTHOPHOTO
ORTHOPHOTO
UNKNOWN
UNKNOWN
Domain name
RWS_GROUNDTYPE
ASPHALT
ASPHALT
CONCRETE
CONCRETE
DIRT
DIRT
UNKNOWN
UNKNOWN
Domain name
RWS_SYSVAL_GROUNDTYPE
ASPHALT
ASPHALT
CONCRETE
CONCRETE
LANDSCAPE
LANDSCAPE
UNKNOWN
UNKNOWN
Domain name
RWS_LIFECYCLESTATUS
ABANDONED
ABANDONED
ACTIVE
ACTIVE
INACTIVE
INACTIVE
REMOVED
REMOVED
UNKNOWN
UNKNOWN
Domain name
RWS_FITTING_DIAMETER
0.63
0.63
0.75
0.75
1
1
1.25
1.25
1.5
1.5
2
2
2.5
2.5
3
3
4
4
6
6
8
8
10
10
12
12
15
15
16
16
18
18
20
20
24
24
30
30
Domain name
RWS_SYSVAL_DIAM
1.5
1.5
2
2
3
3
4
4
6
6
8
8
10
10
12
12
16
16
20
20
24
24
30
30
36
36
42
42
48
48
9999
UNKNOWN
26 | P a g e
Domain name
RWS_COVER_MATERIAL
CAST IRON
CAST IRON
ALUMINUM
ALUMINUM
UNKNOWN
UNKNOWN
Domain name
RWS_METER_DIAM
0.63
.63
0.75
.75
1
1
1.5
1.5
2
2
2.5
2.5
3
3
4
4
6
6
8
8
10
10
Domain name
RWS_COVER_TYPE
SEALED
SEALED
VENTED
VENTED
BOLTED
BOLTED
UNKNOWN
UNKNOWN
Domain name
RWS_METER_MANUFACTURER
BADGER METERS
BADGER METERS
NEPTUNE METERS
NEPTUNE METERS
PRECISION METERS
PRECISION METERS
BADGER-NEPTUNE
BADGER-NEPTUNE
SENSUS
SENSUS
Domain name
RWS_FEATUREOWNER
COC
CHANDLER
COM
MESA
INTEL
INTEL
OCA
OCA
OMG
OMG
PRIVATE
PRIVATE
SRP
SRP
TOG
GILBERT
UNKNOWN
UNKNOWN
Domain name
RWS_METERTYPE
BYPASS
BYPASS
COMBO
COMBO
CMPND
CMPND
DISC
DISC
MAG
MAG
FDTEC
FDTEC
MLTJET
MLTJET
TURBIN
TURBIN
27 | P a g e
DATA DICTIONARY: STORM
STORM_BUBBLER_BOX
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
GRATE_OPENINGS_NUM
GRATE_OPENINGS_NUM
Short
SWS_GRATE_OPENINGS
GRATE_LENGTH
GRATE_LENGTH
Double
8
SWS_GRATE_LENGTH
GRATE_WIDTH
GRATE_WIDTH
Double
8
SWS_GRATE_WIDTH
DRYWELL_ASSOC
DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
28 | P a g e
STORM_CATCHBASIN
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
STRUCTURE_TYPE
STRUCTURE_TYPE
Short
SWS_STRUCTURE_TYPE
CATCHBASIN_TYPE
CATCHBASIN_TYPE
Text
25
SWS_CB_TYPE
CITY_EMBLEM
CITY_EMBLEM
Text
5
GIS_BOOLEAN_YES_NO
ACCESS_OPENING_TYPE
ACCESS_OPENING_TYPE
Text
25
SWS_CB_ACCESS_OPENING_TYPE
GRATE_LENGTH
GRATE_LENGTH
Double
SWS_GRATE_LENGTH
GRATE_WIDTH
GRATE_WIDTH
Double
SWS_GRATE_WIDTH
LID
LID
Text
5
GIS_BOOLEAN_YES_NO
LID_TYPE
LID_TYPE
Text
25
SWS_CB_LID_TYPE
DRYWELL_CONN
DRYWELL_CONN
Text
5
GIS_BOOLEAN_YES_NO
OUTLET_CONN
OUTLET_CONN
Text
5
GIS_BOOLEAN_YES_NO
BUBBLERBOX_CONN
BUBBLERBOX_CONN
Text
5
GIS_BOOLEAN_YES_NO
BUBBLERBOX_DRYWELL_ASSOC
BUBBLERBOX_DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
LAKE_DRAIN
LAKE_DRAIN
Text
5
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
29 | P a g e
STORM_COLLECTION_VAULT
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
20
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
20
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
20
SWS_SPATIALSOURCE
INLET_NUM
INLET_NUM
Short
SWS_CV_NUMB_INLETS
INLET_DIAM
INLET_DIAM
Short
SWS_CV_PIPE_SIZE
INLET_PIPE_TYPE
INLET_PIPE_TYPE
Text
30
SWS_CV_PIPE_TYPE
NUISANCE_LINE_ASSOC
NUISANCE_LINE_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
DRYWELL_ASSOC
DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
LID_GRATE
LID_GRATE
Text
5
SWS_LID_GRATE
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
30 | P a g e
STORM_DRAIN_MANHOLE
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
STRUCTURE_TYPE
STRUCTURE_TYPE
Short
2
SWS_STRUCTURE_TYPE
CHANDLER_NAME
CHANDLER_NAME_ON_LID
Text
5
GIS_BOOLEAN_YES_NO
DIAMETER
DIAMETER
Short
2
SWS_SDMH_SIZE
VENT_HOLE
VENT_HOLE
Text
30
GIS_BOOLEAN_YES_NO
ACCESS_OPENING_TYPE
ACCESS_OPENING_TYPE
Text
25
SWS_SDMH_ACCESS_OPENING_TYPE
LID_TYPE
LID_TYPE
Text
30
SWS_SDMH_TYPE
LID_TEXT
LID_TEXT
Text
30
SWS_SDMH_LID_TEXT
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
31 | P a g e
STORM_DRYWELL
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
FIELD_LOC
FIELD_LOC
Text
100
SWS_DW_LOCATION
INSTALLER
INSTALLER
Text
30
SWS_DW_INSTALLER
CHAMBER_TYPE
CHAMBER_TYPE
Text
30
SWS_DW_CHAMBER_TYPE
LID_SIZE
LID_SIZE
Short
SWS_DW_LID_SIZE
LID_TYPE
LID_TYPE
Text
25
SWS_DW_LID_TYPE
NUISANCE_LINE_ASSOC
NUISANCE_LINE_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
CONCRETE_PAD
CONCRETE_PAD
Text
5
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
32 | P a g e
STORM_INLET
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
CATCHBASIN_TYPE
CATCHBASIN_TYPE
Text
25
SWS_CB_TYPE
FIELD_LOC
FIELD_LOC
Text
100
SWS_FIELD_LOC
GRATE_ASSOC
GRATE_ASSOC
Text
25
GIS_BOOLEAN_YES_NO
GRATE_LENGTH
GRATE_LENGTH
Double
SWS_GRATE_LENGTH
GRATE_WIDTH
GRATE_WIDTH
Double
SWS_GRATE_WIDTH
INLET_PIPE_DIAM
INLET_PIPE_DIAM
Short
SWS_INLET_PIPE_DIAM
INLET_NUMBER
NUMBER_OF_INLETS
Short
SWS_INLET_NUMBER
TRASHRACK_ASSOC
TRASHRACK_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
TRASH_LENGTH
TRASH_LENGTH
Double
TRASH_WIDTH
TRASH_WIDTH
Double
NUISANCE_LINE_ASSOC
NUISANCE_LINE_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
BUBBLER_BOX_DRYWELL_ASSOC
BUBBLER_BOX_DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
HEADWALLASSOC
HEADWALLASSOC
Text
5
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
33 | P a g e
STORM_OUTLET
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
GRATE_ASSOC
GRATE_ASSOC
Text
25
GIS_BOOLEAN_YES_NO
GRATE_LENGTH
GRATE_LENGTH
Double
SWS_GRATE_LENGTH
GRATE_WIDTH
GRATE_WIDTH
Double
SWS_GRATE_WIDTH
INLET_PIPE_DIAM
INLET_PIPE_DIAM
Short
SWS_INLET_PIPE_DIAM
INLET_NUMBER
NUMBER_OF_INLETS
Short
SWS_INLET_NUMBER
TRASHRACK_ASSOC
TRASHRACK_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
TRASH_LENGTH
TRASH_LENGTH
Double
TRASH_WIDTH
TRASH_WIDTH
Double
NUISANCE_LINE_ASSOC
NUISANCE_LINE_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
BUBBLER_BOX_DRYWELL_ASSOC
BUBBLER_BOX_DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
HEADWALLASSOC
HEADWALLASSOC
Text
5
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
34 | P a g e
STORM_SCUPPER
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
FEATUREOWNER
Text
25
SWS_FEATUREOWNER
LIFECYCLESTATUS
LIFECYCLESTATUS
Text
25
SWS_LIFECYCLESTATUS
SPATIALSOURCE
SPATIALSOURCE
Text
25
SWS_SPATIALSOURCE
CITY_EMBLEM
CITY_EMBLEM
Text
5
GIS_BOOLEAN_YES_NO
NUMBER_OPENINGS
NUMBER_OPENINGS
Short
WIDTH
WIDTH
Double
SPILLWAY_ASSOC
SPILLWAY_ASSOC
Text
25
GIS_BOOLEAN_YES_NO
HEADWALL_ASSOC
HEADWALL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
NUISANCE_LINE_ASSOC
NUISANCE_LINE_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
BUBBLERBOX_ASSOC
BUBBLERBOX_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
BUBBLER_BOX_DRYWELL_ASSOC
BUBBLER_BOX_DRYWELL_ASSOC
Text
5
GIS_BOOLEAN_YES_NO
LAKE_DRAIN
LAKE_DRAIN
Text
5
GIS_BOOLEAN_YES_NO
RIPRAP
RIPRAP
Text
25
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
35 | P a g e
Storm Domains:
Domain name
SWS_DW_LOCATION
AIRPORT
AIRPORT
CITYRETENTION
CITY RETENTION
PARK
PARK
PARKING_LOT
PARKING LOT
PRIVATERETENTION
PRIVATE RETENTION
STREET
STREET
WELL_SITE
WELL SITE
Domain name
SWS_LIFECYCLESTATUS
ACTIVE
ACTIVE
REMOVED
REMOVED
ABANDONED
ABANDONED
INACTIVE
INACTIVE
FUTURE
FUTURE
Domain name
SWS_GRATE_OPENINGS
1
1
2
2
3
3
4
4
5
5
6
6
Domain name
SWS_GRATE_LENGTH
12
12
24
24
28
28
30
30
36
36
38
38
40
40
50
50
60
60
76
76
Domain name
SWS_SPATIALSOURCE
APPROVED_PLANS
APPROVED_PLANS
ASBUILT
ASBUILT
DESIGN
DESIGN
FIELD
FIELD
GPS
GPS
ORTHOPHOTO
ORTHOPHOTO
UNKNOWN
UNKNOWN
Domain name
SWS_CB_LID_TYPE
STEEL
STEEL
CONCRETE
CONCRETE
Domain name
SWS_DW_CHAMBER_TYPE
DOUBLE
DOUBLE
SINGLE
SINGLE
TRIPLE
TRIPLE
36 | P a g e
Domain name
SWS_SDMH_SIZE
22
22
24
24
26
26
28
28
30
30
32
32
38
38
Domain name
SWS_SDMH_LID_TEXT
CHANDLER_SANITATION_SEWER
CHANDLER SANITATION SEWER
CHANDLER_STORM/SEWER
CHANDLER STORM/SEWER
NONE
NONE
OTHER
OTHER
STORM SEWER
STORM SEWER
Domain name
SWS_DW_INSTALLER
McGUCKINDRILLING
McGUCKIN DRILLING
TORRENTRESOURCES
TORRENT RESOURCES
WACODRILLING
WACO DRILLING
OTHER
OTHER
Domain name
SWS_DW_LID_SIZE
22
22
24
24
25
25
26
26
32
32
38
38
Domain name
SWS_CB_ACCESS_OPENING_TYPE
NONE
NONE
RECTANGULAR
RECTANGULAR
ROUND
ROUND
SQUARE
SQUARE
Domain name
SWS_STRUCTURE_TYPE
1
CATCH BASIN
2
SCUPPER
3
DRYWELL
4
MANHOLE
5
OUTLET
6
INLET
7
BUBBLERBOX
8
SPILLWAY
9
SEPARATOR
Domain name
SWS_FEATUREOWNER
ADOT
ADOT
CITY_OF_CHANDLER
CITY_OF_CHANDLER
HOA
HOA
OTHER
OTHER
37 | P a g e
Domain name
SWS_GRATE_WIDTH
6
6
12
12
16
16
18
18
24
24
28
28
30
30
36
36
38
38
44
44
72
72
Domain name
SWS_DW_LID_TYPE
STEEL
STEEL
GRANITE
GRANITE
CONCRETE_SEALED
CONCRETE_SEALED
GRATE
GRATE
Domain name
SWS_INLET_PIPE_DIAM
12
12
13
13
14
14
15
15
16
16
18
18
24
24
26
26
30
30
36
36
42
42
46
46
60
60
72
72
Domain name
SWS_SDMH_ACCESS_OPENING_TYPE
NONE
NONE
RECTANGULAR
RECTANGULAR
ROUND
ROUND
SQUARE
SQUARE
Domain name
SWS_FIELD_LOC
PARK
PARK
WELLSI
WELL_SITE
PRKLOT
PARKING_LOT
STREET
STREET
AIRPOR
AIRPORT
CTYRTN
CITYRETENTION
PVRET
PRIVATERETENTION
Domain name
SWS_SDMH_TYPE
PRESSURIZED
PRESSURIZED
NON-PRESSURIZED
NON-PRESSURIZED
38 | P a g e
Domain name
SWS_INLET_NUMBER
1
1
2
2
3
3
4
4
Domain name
SWS_CV_PIPE_SIZE
12
12
14
14
16
16
18
18
20
20
24
24
30
30
36
36
Domain name
SWS_CB_TYPE
TYPE_A
TYPE_A
TYPE_B
TYPE_B
TYPE_C
TYPE_C
TYPE_D
TYPE_D
TYPE_E
TYPE_E
TYPE_F
TYPE_F
TYPE_G
TYPE_G
TYPE_H
TYPE_H
TYPE_Q
TYPE_Q
NONE
NONE
Domain name
SWS_LID_GRATE
LID
LID
GRATE
GRATE
Domain name
SWS_CV_PIPE_TYPE
CONCRETE
CONCRETE
OTHER
OTHER
METAL
METAL
39 | P a g e
DATA DICTIONARY: MISCELLANEOUS POINTS
MISCELLANEOUS POINT
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
SIZE
SIZE
Double
MATERIAL
MATERIAL
Text
30
UTILITY_TYPE
UTILITY_TYPE
Text
30
PW_UTILITY_TYPE
NOTES
NOTES
Text
150
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
50
Domains:
Domain name
PW_UTILITY_TYPE
WATER
WATER
WASTEWATER
WASTEWATER
RECLAIM
RECLAIM
STORM
STORM
OTHER
OTHER
40 | P a g e
DATA DICTIONARY: STREETLIGHTS
STREETLIGHTS
Field Name
Alias Name
Type
Length
Domain
OBJECTID
OBJECTID
OID
SHAPE
SHAPE
Geometry
FEATUREOWNER
POLE_OWNER
Text
10
ST_STLITINV_FEATUREOWNER
SPATIALSOURCE
SPATIALSOURCE
Text
25
GBA_STATIC_SPATIALSOURCE
POLENUMBER
POLENUMBER
Text
10
POLE_HEIGHT
POLE_HEIGHT
Short
POLE_TYPE
POLE_TYPE
Text
30
TE_STLITINV_POLE_TYPE
POLE_COAT
POLE_COAT
Text
30
TE_STLITINV_POLE_COAT
FOUNDATION
FOUNDATION
Text
30
GIS_BOOLEAN_YES_NO
GPS_DATE
GPS_DATE
Date
GPS_TIME
GPS_TIME
Text
10
LATITUDE
LATITUDE
Double
LONGITUDE
LONGITUDE
Double
ALTITUDE
ALTITUDE
Double
HORIZONTAL_ACCURACY
HORIZONTAL_ACCURACY (m)
Double
VERTICAL_ACCURACY
VERTICAL_ACCURACY (m)
Double
GPS_COMMENT
GPS_COMMENT
Text
255
41 | P a g e
Streetlights Domains:
Domain name
ST_STLITINV_FEATUREOWNER
COC
CITY OF CHANDLER
PRIVATE
PRIVATE
SRP
SRP
AP
APS
Domain name
GBA_STATIC_SPATIALSOURCE
GPS
GPS
ORTHOPHOTO
ORTHOPHOTO
APPROVED_PLANS
APPROVED_PLANS
GEOCODED
GEOCODED
UNKNOWN
UNKNOWN
Domain name
TE_STLITINV_POLE_TYPE
SL 1
SL 1
SL 6
SL 6
SL 8
SL 8
SL 10
SL 10
SL 16
SL 16
SL 17
SL 17
CURVED
CURVED
CUSTOM
CUSTOM
STERNBERG
STERNBERG
SIGNAL POLE
SIGNAL POLE
POWER POLE
POWER POLE
Domain name
TE_STLITINV_POLE_COAT
GALVANIZED
GALVANIZED
PAINTED
PAINTED
POWDER COATED
POWDER COATED
EXHIBIT G
Project Name: 101/202 REDUNDANT 66-INCH SEWER LINE
Page E-1
Project No.: WW2402.401
Rev 1/16/2024
SUBCONTRACTOR DOCUMENTS WITH CM@RISK
Any subcontractor assumptions, clarifications, exclusions, terms & conditions,
signature blocks, etc. included are strictly between the CM@Risk and their
subcontractors, and do not apply to the Agreement between the CM@Risk and the City.
DESERT READY MIX
READY MIX CONCRETE SALES AND SERVICE
4011 PRESIDO STREET
MESA, AZ 85215
OFFICE: 480-428-2280 FAX: 480-985-4248
* E – Environmental | S – Saturday Fee | F – Fuel Surcharge
Begin Date:
February 19, 2025
Quote # :
25967
Expiration Date:
December 31, 2025
MAP/GRID
Item Code
Item Description
Est. Qty
Price
S500501
PHCLSM.5 (1/2 SK SLURRY COP)
5,400
$108.00
SRP104
1/2SK MAG CLSM
$108.00
TC
TEMPERATURE CONTROL
$1.00
A203001
MAG A 3000 PSI W/ASH
60
$140.00
A204001
MAG AA 4000 PSI W/ASH
22
$148.00
G402061
2000 PSI GROUT
210
$165.00
AG010003 DELIVERED MAG SPEC ABC (NON-LIME)
15,000
$20.00
AG020003 DELIVERED CONCRETE SAND
200
$25.00
AG040002 DELIVERED 3/8 REJECT BEDDING CHIPS ***IF AVAILABLE***
1,000
$18.00
AG040001 DELIVERED
#8 (3/8 CONCRETE ROCK)
$23.25
Ready Mix Additional Fees Ready Mix Minimum Load Fee
Quoted By:
JUSTIN DAWSON
Customer:
B & F CONTRACTING INC
Customer Code:
BFCO001
Address:
11011 N 23RD AVE
PHOENIX, AZ 85029
Contact:
NANCY A/P
Phone:
623-582-1170 O
Fax:
Project:
CITY OF CHANDLER CMAR 66-INCH REDUNDANT
Job Address:
PRICE ROAD & LOOP 202
Terms Description:
2% 10TH NET 30
Fee ID *
UOM
Price
E01
cy
3.25
FSC
LOAD
TBD
Less than or equal to
UOM
Price
2
Load
0
3.5
Load
0
5.5
Load
0
•
Normal operating hours are Mon-Fri, Sat, Sun or Holidays are subject to surcharges.
•
Color added at no expressed guarantee.
•
Drivers do not accept cash or make change.
•
Desert Ready Mix reserves the right to increase prices due to RAW Material cost increases
such as Cement, Fly Ash, Aggregates or unexpected Fuel increases.
•
All specialized aggregate sales are based on availability.
•
Deliveries less than 6 Cubic yards are subject to our minimum load charges.
•
This quote does not guarantee product or service availability
•
All Aggregates and Concrete loads have an additional fuel surcharge.
DRM ABC QUOTE
SELECTED AS
LOWEST BIDDER
1
Travis Monk
From:
Insearch Corp Estimating <estimating@insearchcorp.com>
Sent:
Wednesday, July 16, 2025 8:04 AM
To:
Travis Monk
Cc:
Danny Reese; Saakshi Amrale
Subject:
RE: City of Chandler CMAR 66" Redundant Sewer - Updated Quote Request
Travis,
Unfortunately, we have no idea what the suppliers are going to do in 2026. My guess is add another $1.00
to the ABC and make the reject $20.00 a ton. Hopefully, that is enough, and we may get lucky and there
will be no increase.
Thanks,
Thank you,
Heather Woodhurst
Senior Estimator
602-622-6072
From: Travis Monk <tmonk@bfcontracting.com>
Sent: Tuesday, July 15, 2025 5:41 PM
To: Insearch Corp Estimating <estimating@insearchcorp.com>
Cc: Danny Reese <dreese@insearchcorp.com>; Saakshi Amrale <saakshi.amrale@bfcontracting.com>
Subject: RE: City of Chandler CMAR 66" Redundant Sewer - Updated Quote Request
Good Evening,
Can I get an updated quote for MAG Spec ABC delivered to Price Road and the 202, Chandler, AZ? It
would be greatly appreciated if you could provide the updated quote by Friday. Project is anticipated to
start January of 2026. Please keep that in mind when pricing and please detail any anticipated pricing
increases for next year.
Thanks,
INSEARCH ABC
QUOTE
NOT SELECTED
2
Travis Monk
Project Manager
Mobile: 602-326-9282 | tmonk@bfcontracting.com
——————————————————————
B&F Contracting, Inc. | 11011 N 23rd Ave, Phoenix, AZ 85029
Office: 623-582-1170 | Fax: 623-582-3761 | www.bfcontracting.com
ROC08974 A | ROC111282 B-4
From: Insearch Corp Estimating <estimating@insearchcorp.com>
Sent: Monday, March 24, 2025 6:55 AM
To: Travis Monk <tmonk@bfcontracting.com>
Cc: Danny Reese <dreese@insearchcorp.com>
Subject: RE: City of Chandler CMAR 66" Redundant Sewer - Updated Quote Request
Travis,
I emailed a price for the chips, and the previous quote for ABC $20.40 is good thru June. Then we need to
add $1.00 per the supplier. $21.40 is good thru 12/31/2025
Thank you,
Heather Woodhurst
Senior Estimator
602-622-6072
From: Travis Monk <tmonk@bfcontracting.com>
Sent: Friday, March 21, 2025 9:49 AM
To: Insearch Corp Estimating <estimating@insearchcorp.com>
Subject: City of Chandler CMAR 66" Redundant Sewer - Updated Quote Request
Good Morning,
For this Chandler 66” Redundant Sewer CMAR project, can I get an updated quote for the below
materials delivered to Price Road and the 202, Chandler, AZ? Thanks and let me know if you have any
questions.
Aggregates:
o MAG Spec ABC: 15,000 Tons
o Sand: 200 Tons
Sand is for 48” Sewer Pipe Bedding and Backfill to Springline of Pipe (I couldn’t find
any specific specs in MAG)
o 3/8” Minus Pea Gravel: 1000 Tons
1
Travis Monk
From:
Castro, Jesse <castroje@vmcmail.com>
Sent:
Thursday, July 17, 2025 4:21 PM
To:
Travis Monk
Cc:
Saakshi Amrale
Subject:
Re: RFQ - City of Chandler CMAR 66-inch Redundant Sewer
Good afternoon,
Updated pricing for this project would be-
MAG Spec ABC 25.96/Ton Delivered
Trackout Rock 33.7/Ton Delivered
This pricing would be through end of 2025
Jesse Castro
Vulcan Materials Company
AZ Sales Representative
Mobile - 480-708-9498
Email - castroje@vmcmail.com
On Tue, Jul 15, 2025 at 5:44 PM Travis Monk <tmonk@bfcontracting.com> wrote:
Jesse,
Can you provide an updated price for MAG Spec ABC delivered to Price Road and the 202, Chandler, AZ?
It will be about 15,000 tons.
Can you also include 100 tons of track-out rock?
Thanks,
VULCAN ABC
QUOTE
NOT SELECTED
CONTRACTOR LICENSE & REGISTRATION NUMBERS: AZ – 277787 UT – 6981198-5501 NM – 374011
CA – 758411 OR – 133115 WA – INSITTL883CW NV – 0048110 HI – 21894 AK – 25830
7/18/2025
Project Proposal
Re:
Loop 101 and 202 Freeway 66” Redundant Sewer – CIPP Lining
Chandler, AZ
Attn:
Travis Monk
B&F Contracting, Inc.
INSITUFORM TECHNOLOGIES, LLC herein proposes to furnish a Proposal for the labor, materials, equipment, and
services set forth below to reconstruct the referenced project. The following prices should be considered
confidential.
PROPOSAL PRICING
Bid
Item
Description
Quantity Unit
Unit Cost
Amount
1
Mobilization (Three total)
1
LS
$ 38,109.00
$ 38,109.00
2
CIPP 30”
938
LF
$ 251.00
$ 235,438.00
3
CIPP 48”
2,019
LF
$ 399.00
$ 805,581.00
4
CIPP 66”
652
LF
$ 981.00
$ 639,612.00
TOTAL
$ 1,718,740.00
Lining and cleaning/CCTV only (See full
list of Inclusions & Exclusions below)
ASSUMPTIONS AND QUALIFICATIONS
Insituform Technologies, LLC (Insituform) have based this proposal on a nominal wall thickness for the Insitutube
as shown in the specifications or derived from general, industry accepted specifications and design criteria. This is
based on the best available information at the time of this proposal. Existing pipe deterioration in excess of the
conditions assumed, ground water loads in excess of those assumed, or other loads or conditions may increase
the recommended thickness for all or portions of the work. Final recommendations may be submitted to you
following the completion of the preliminary TV phase of the project. Stated prices are subject to adjustment if
design changes are agreed upon.
Insituform is a NON-union shop, is considered a specialty contractor, and shall not be subject to any union
requirements or project labor agreements.
Water shall be provided at no cost to Insituform for all construction phases of this project. Insituform will follow all
required deposit, backflow prevention, and metering procedures.
Access requirements for existing pipeline to be rehabilitated shall be provided by Owner and/or Prime Contractor –
includes entry and exit access approved from Insituform Project Manager and/or Field Engineer.
Specific service connections, if encountered, will not be reconnected only when written directions are received
from the Owner. The Owner will indemnify and hold Insituform harmless from all claims arising from backups and
other effects of such actions or inactions from services not opened at the Owner’s request. In the event that
SELECTED AS LOWEST
BIDDER
Insituform Proposal
Page 2 of 3
Insituform is unable to locate or reconnect a service lateral internally, the Prime Contractor will externally
reconnect the service and repair any damages to the CIPP at no cost to Insituform.
PROPOSAL INCLUSIONS
Insituform proposal pricing includes only the items listed below; other items, scope of work, and/or project
requirements are not part of the Insituform proposal pricing:
1. Three mobilizations and demobilizations. - based on a mutually agreeable schedule between
Insituform and the Owner and/or Prime Contractor. The Owner and/or Prime Contractor needs to give
Insituform at least one-week advance notice of any changes to the mutually agreed upon schedule. If
through no fault of Insituform the mutually agreed upon schedule changes with less than one-week notice,
then Insituform may charge the Owner and/or Prime Contractor an additional mobilization charge and any
potential lost materials including but not limited to tube already “wetout”.
2. Installation of Cured-In-Place Pipe (CIPP) lining per ASTM F1216 Cured-In-Place Pipe Lining including
inversion, curing, and finishing. Insituform will utilize a polyester resin system.
3. CCTV, post-installation.
4. Confined space safe entry practices.
5. As specified standard construction warranty.
6. Certificate of insurance with a standard coverage.
PROPOSAL EXCLUSIONS
Insituform proposal pricing excludes all items and scope of work listed below. These items, if needed or found to
be applicable, would be provided by Insituform at your additional cost; or would be furnished by others, at your
direction, at no cost to Insituform:
1. Bypass Pumping/Dewatering
2. Traffic Control
3. Cleaning and CCTV, pre-installation.
4. 1-year warranty CCTV inspection.
5. Heavy cleaning, mechanical cleaning.
6. T-Lock PVC Liner Repair.
7. Special disposal of cure water.
8. Styrene barrier on CIPP liner
9. Removal/installation of fittings or valves
10. Internal lateral reinstatement.
11. Lateral Sealing – Top Hats by others
12. Manhole installation, rehabilitation, and/or replacement
13. Point repairs, if required, prior to lining
14. Excavation of any kind
15. Filling of annular space between casing and host pipe
16. Water for curing of CIPP installation
17. Trenchless point repairs or sectional liners
18. Removal of manhole cones for access to sewer pipe
19. Manhole bench widenings or throat adjustments
20. Restorations, finished surface repairs (e.g. landscaping, sidewalk, road repairs), or any finished surface
repairs required by the owner.
21. Archaeological Monitoring
22. Owner or General Contractor to provide access to water from fire hydrants within a convenient distance
from each cleaning and inversion site location
23. If any hazardous or toxic materials are encountered during the project, the Owner will be responsible for
the removal and disposal of the materials.
24. Any special permits or licenses
25. State and local sales and/or use taxes are excluded, including gross receipts. If the project is exempt,
please submit the appropriate documentation.
26. Additional premiums for special insurance coverage(s) required by you or other parties particular to this
project.
27. Performance and payment bond not included but is available upon request. If required, please add 2.5%
to the total project cost.
28. Stamped Designs.
Insituform Proposal
Page 3 of 3
PROPOSAL TERMS AND CONDITIONS
a) When CIPP is required to negotiate bends or defects in the host pipe, there is a tendency to experience
wrinkling in the installed CIPP around the inside radius of the bend or in the area where the host pipe defect is
located. This is normal and should be expected. It will not affect the structural integrity of the finished product.
Insituform Technologies, LLC will not be liable for repairs or penalties due to wrinkles in the CIPP at the
locations of bends or defects in the host pipe.
b) Limits of Liability. In consideration of INSITUFORM TECHNOLOGIES, LLC agreement to maintain no less than
$5,000,000 of comprehensive general liability insurance in the form required by the Contract, INSITUFORM
TECHNOLOGIES, LLC liability to the Owner for any matter covered by such insurance will be limited to the extent
of such insurance and the Owner will indemnify and hold INSITUFORM TECHNOLOGIES, LLC harmless from any
third party claims covered by such insurance to the extent such claims exceed the limits of such insurance.
Neither party shall be liable to the other for consequential damages relating to the contract. In case of conflict
between this provision and any other provision in the Contract as ultimately executed, this provision shall
govern and prevail.
c) LIMITED WARRANTY. IN LIEU OF ALL OTHER EXPRESSED, IMPLIED AND/OR STATUTORY.
WARRANTIES, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR
PURPOSE, INSITUFORM AGREES TO CORRECT ANY DEFECTS IN THE MATERIALS OR SERVICES
PROVIDED BY INSITUFORM WHICH ARE BROUGHT TO THE ATTENTION OF INSITUFORM WITHIN
ONE YEAR FOLLOWING COMPLETION OF INSITUFORM'S WORK, PROVIDED OWNER AFFORDS
INSITUFORM SUITABLE ACCESS AND WORKING CONDITIONS TO ACCOMPLISH SUCH CORRECTION.
d) MUTUAL RELEASE OF CONSEQUENTIAL DAMAGES. Neither party shall be liable to the other for
consequential damages relating to or arising out of the Contract.
e) PROPOSAL SUBJECT TO NEGOTIATION OF OTHER STANDARD TERMS OF AGREEMENT. This
proposal is subject to agreement of the parties on other terms and conditions as are customary in contracts of
this nature.
f)
If actual quantities differ significantly from those stated in the proposal, then work will be renegotiated.
g) Payments are due at net within thirty days of invoice. Final payment is due within thirty days of completion of
project.
h) Monthly progress partial payments may be requested for the value of work in progress or completed, including
materials secured and on site.
i)
Prices stated are in effect for thirty days from the date of this proposal. The acceptance period may be
extended at the sole option of INSITUFORM TECHNOLOGIES, LLC.
j)
Conflicts. In case of conflict between the provision of the aforesaid paragraphs and any other provision in the
Contract as ultimately executed the provisions as set forth above shall govern and prevail.
OFFERED BY:
ACCEPTED BY:
INSITUFORM TECHNOLOGIES, LLC
BRAD CONDER
COMMERCIAL MANAGER
(801) 472-8472
bconder@azuria.com
ARIZONA OFFICE:
645 SOUTH 24TH STREET
TEMPE, AZ 85282
(480) 446-0620
__________________________________________
CONTRACTOR NAME OR ORGANIZATION
__________________________________________
SIGNATURE
__________________________________________
AUTHORIZED REPRESENTATIVE
__________________________________________
TITLE
__________________________________________
DATE
AZ STATE CONTRACTOR LICENSE NO.: 246314
PROPOSAL
FROM: Victor Villalobos COMPANY: SAK Construction, LLC
PAGES:
4
DATE: 07/18/25
RE:
CMAR – Chandler, AZ – Loop 101 & 202 Freeway 66” Redundant Sewer – CIPP Scope Only
The following is our unit price quotation for the CIPP portion of the above referenced project:
ITEM NO.
ITEM DESCRIPTION
QTY
U/M
UNIT PRICE
TOTAL PRICE
BASE BID
1
Mob/Demob
1
LS
20,000.00
$
20,000.00
$
2
30" CIPP Install
938
LF
1,165.00
$
1,092,770.00
$
3
Mob/Demob
1
LS
20,000.00
$
20,000.00
$
4
48" CIPP Install
1,997
LF
1,185.00
$
2,366,445.00
$
5
Mob/Demob
1
LS
30,000.00
$
30,000.00
$
6
66" CIPP Install
642
LF
2,285.00
$
1,466,970.00
$
TOTAL BASE BID:
4,996,185.00
$
*** SAK CONSTRUCTION IS A UNION CONTRACTOR ***
PROPOSAL INCLUSIONS:
1. One mobilization / demobilization to the project site for the CIPP lining crew for each of the diameters to be
lined. Any additional mobilizations will be negotiated as extra work.
2. Install approximately 3,577 LF of cured-in-place pipe (CIPP) in the designated 30”, 48”, and 66” diameter
pipelines. The CIPP will utilize a polyester resin system and be installed per ASTM F1216 and the supplied
project specifications.
3. No laterals are anticipated in this scope of work.
4. Perform CCTV inspection of the CIPP-lined mainline pipe immediately subsequent to CIPP installation and
provide required documentation of the inspection to the General Contractor. Only mainline pipes that have
been lined with CIPP by SAK will be inspected.
5. Provide required testing of samples of the installed CIPP at an independent laboratory to confirm
conformance with minimum specified physical properties. Sampling methods and frequency will conform to
specified parameters.
6. Provide specified 2-year construction warranty on CIPP materials and workmanship.
7. Provide certificate of insurance and endorsements evidencing typical coverage and limits for General
Liability ($1 million / $2 million), Automobile Liability ($1 million), Workers’ Compensation & Employer’s
Liability ($1 million), and if required, Excess Liability ($5 million). If insurance coverage above and beyond
this is required, the General Contractor will be responsible for securing any additional insurance coverage or
reimbursing SAK for the costs associated with obtaining the additional insurance.
NOT SELECTED
Page 2 of 4
8. When payment of prevailing wages is applicable, provide the required documentation showing workers on
this project have been paid in accordance with the relevant prevailing wage determination for the
appropriate laborer classification.
PROPOSAL EXCLUSIONS:
The following items are not included in this proposal, and when required, will be provided by the General
Contractor at no cost to SAK. If SAK is required to provide any of these items, the costs will be charged to the
General Contractor as extra work.
1. Provide any necessary traffic, parking, &/or pedestrian control. Traffic, parking, &/or pedestrian control
systems shall be coordinated to accommodate SAK’s operations and placed in a timely manner such that
SAK’s operations are not impeded or delayed. The General Contractor shall also be responsible for all
required traffic control plans.
2. Perform the Clean & TV inspection of the pipe and provide documentation of the inspection to SAK at least
6 weeks before Lining is scheduled. Perform any recleaning necessary in the interim between the initial
cleaning and the CIPP installation.
3. Provide any point repairs or other repairs necessary or required to repair or prepare the existing pipeline for
CIPP lining.
4. Provide any necessary plugging, damming, diversion, shutdown, and/or bypass pumping of existing pipeline
flows, including providing any necessary dewatering of the pipelines, structures, access points, and liner
termination points once the plugs, dams, diversion, shutdown, &/or bypass systems are in place and
operating. Bypass or diversions systems shall be coordinated to accommodate SAK’s operations and
placed in a timely manner such that SAK’s equipment and personnel are not obstructed by suction &
discharge locations, or other components of the diversion or bypass system, and SAK’s operations are not
impeded or delayed. This shall also include providing any necessary odor control &/or monitoring work.
5. Provide legal and physical access to the pipeline, manholes, structures, and other access points sufficient to
allow SAK’s operations to be conducted, and to allow large trucks and equipment to access the structures
and manholes directly when in streets, or as near as possible for easement locations. When applicable, this
shall include locating, exposing, and making accessible any manholes, structures, or other access points,
associated with SAK’s work, including any necessary alterations to fencing, trees and vegetation, and
providing any final restoration once SAK’s operations are complete. When necessary, this shall also include
providing expanded access by either staging construction of new structures or temporarily altering existing
structures where the existing or new structure configuration will impede SAK’s operations.
6. Provide any final repair, testing &/or inspection of CIPP-lined pipes when additional work has been
performed in or on those pipes by others subsequent to the completion of SAK’s work.
7. Provide access to a high-volume water supply at the project site either from the nearest fire hydrants, or
other high-volume on-demand sources, as designated by and coordinated with SAK. Access to the water
source must be within a mutually agreed upon distance from the installation sites.
8. Provide access to appropriate dump/discharge sites at the project site for disposal of liquids and material
collected from the pipelines during pipeline cleaning and lining operations and other waste materials from
the project.
9. All top hats or lateral liners. No laterals are anticipated or included in the current pricing.
10. Provide access to a secure yard at or near site for staging and storage of equipment and materials, when
available.
11. Provide all required notifications of agencies and other parties affected by the work. This shall include
providing any necessary public relations work.
12. Obtain and pay for all special licenses, permits, variances, or other fees required to perform the work. The
only exception to this is that SAK will obtain and pay for its own city &/or county business license(s), when
required.
Page 3 of 4
13. If the contract is subject to Prime Contracting Transaction Privilege Tax (TPT), the pricing provided above
does not include TPT on the total subcontract gross receipts or on the permanent materials to be integrated
into the work under this proposal. The General Contractor shall provide the appropriate resale certificate, or
other required documentation, verifying that any subcontract resulting from this proposal is exempt from the
payment of TPT on the subcontract gross receipts and permanent integrated materials. If appropriate
resale or exemption documentation is not provided, TPT will be calculated and added to the subcontract
pricing above at the applicable tax rate.
14. Subcontract bonds are not included. If subcontract bonds will be required, they can be provided for an
additional fee of 1.5% of the bonded amount.
OTHER CONDITIONS:
1. Work covered by this proposal will be performed under a mutually agreed upon subcontract agreement
which incorporates the terms and conditions contained in this proposal either by direct attachment, by
insertion, or by reference. In case of conflict, the terms and conditions of this proposal shall prevail. The
subcontract agreement shall not require either party to be liable to the other for consequential damages
arising out of or relating to the subcontract or contract.
2. If SAK’s operations are delayed by the General Contractor or others, then standby costs &/or additional
mobilization costs will be charged to the General Contractor accordingly.
3. This proposal is based on the assumption that, even though the pipelines associated with this project will be
out of service, they are connected to active systems downstream, such that water discharged in the course
of SAK’s operations will drain downstream to an active sewer system and not be trapped or surcharged
within the system.
4. Normal working hours for installing CIPP are 24-hours a day due to the nature of the product, which requires
that once an install is started, it cannot be suspended until it is completed. To the extent that SAK will incur
overtime expenses due to this schedule, those costs have been anticipated and are covered in this
proposal. However, SAK will not be liable for any penalties, liquidated damages, overtime inspection costs,
or other fees that may result from these required working hours.
5. Progress and final payments are due within 30 days of invoice, or when applicable regulations require,
whichever is soonest. Release of any withheld retention shall be no later than 30 days from the completion
and acceptance of the work covered under this proposal, excluding any subsequent work required in the
warranty period, and regardless of whether the General Contractor’s retention has been released by the
Owner. If retention is not withheld from the General Contractor’s payments, then retention shall not be
withheld from SAK’s payments. Overdue amounts will be subject to interest at a rate of 1.5% monthly, 18%
annually.
Page 4 of 4
6. This proposal covers only the scope of work specifically included above. It does not cover performing any
cleaning or inspection of pipe or structures not specifically included above; warranty inspections or testing;
verification of active/inactive status of laterals; alteration, repair, installation, or rehabilitation of manholes or
other structures; abandonment of any pipe or structures; bypassing, plugging, shutdown, damming,
diversion, or dewatering of existing pipe flows or structures; odor control &/or odor monitoring work or plans;
pedestrian control, parking control, or traffic control; sampling or testing of the installed CIPP liner not
specifically included above; sampling or testing of any substances or materials on the project not specifically
included above; alteration, testing, sealing, repair, replacement, or rehabilitation of any lateral pipes or
lateral connections, aside from any internal reinstatement specifically included above; grouting or repair of
obstructions, voids, or defects in the host pipe prior to or after lining; UV cured fiberglass point repairs
(UVPR) or cured-in-place sectional liners (CIPSL); top hat type service connection seals, unless specifically
included above; mandrel testing or other similar testing of the pipe; or any work requiring excavation. This
proposal also does not cover providing any field yards, meeting facilities, or office facilities for the project;
phones, cameras, computer software, or computer equipment for the use of the General Contractor or
Owner; photos or other documentation for record of pre- or post-construction site conditions; tree or
vegetation clearing, trimming, removal, protection or restoration; site grading; snow &/or ice removal;
handling, transportation, or disposal of hazardous materials; surveying or staking; engineered plans,
designs, or drawings, with the only exception being if the CIPP specification specifically requires engineered
CIPP thickness designs, then those designs will be provided; preparation or implementation of any pollution
control or environmental protection programs or plans; environmental stewardship; street sweeping;
security; fire control truck and operator; fencing of any kind; erosion or sedimentation control; community
relations or public relations work; project signs or advance notification signs; and any necessary
archaeological, biological, or ground settlement / movement monitoring and mitigation. If any of this type of
work is required to be performed by SAK, it will be considered to be extra work and charged accordingly.
7. For the purposes of this proposal, the General Contractor shall be defined to be the entity contracting with
SAK to perform the work covered under this proposal.
8. This proposal is valid for 90 days from the date of submission as indicated above.
Page 1 of 3
0
Bragg
PO Box 727
Long Beach, CA 90801
(562) 984-2400 Ph.
(562) 984-2467 Fax
7/18/2025
Cerny, Paul
Phoenix
Bragg Contact:
Date of Quotation:
P-12550
Quoted out of:
Quote Number:
Phone Number:
(602) 284-2546
E-Mail:
paul.cerny@braggcrane.com
Customer:
Address:
Quoted To:
Phone Number:
Bragg Crane & Rigging - PH
Benjamin Esquivel
(602) 233-0205
2816 N 27th St
Phoenix,AZ 85009
E-Mail:
Jobsite Name:
Jobsite Address:
Start Date:
End Date:
Quotation Status:
Quoted to Customer
Price Road & 202
Work to be performed:
Set Precast
In
Set Back Fr. Bldg.
Radius
Height
160000
60
0
Lift Information:
Up
Heaviest Pick
Equipment Required:
Est. Amt
Rate
Description
Est. Qty
$12,750.00
$12,750.00
Crane Mobilization
1.00 Each
Per Trip
$7,480.00
$7,480.00
550 Ton Hydraulic Truck Crane
1.00 Day
Per Day- 8 Hour Minimum
$12,750.00
$12,750.00
Crane Demobilization
1.00 Each
Per Trip
$3,298.00
Surcharge
1.00
10.00%
$36,278.00
Quote Estimate:
Comments:
This quote is contingent on a clear working and level working area. Any hours worked over 8-hours $50.00
per man, per hour will be added for overtime. A firm and level set up area for the crane must be provided.
There will be a 10% fuel surcharge on the invoice total
***Issuance of a purchase order acknowledges acceptance of this quotation
Page 1 of 3
0
Bragg
PO Box 727
Long Beach, CA 90801
(562) 984-2400 Ph.
(562) 984-2467 Fax
7/18/2025
Cerny, Paul
Phoenix
Bragg Contact:
Date of Quotation:
P-12549
Quoted out of:
Quote Number:
Phone Number:
(602) 284-2546
E-Mail:
paul.cerny@braggcrane.com
Customer:
Address:
Quoted To:
Phone Number:
Bragg Crane & Rigging - PH
Benjamin Esquivel
(602) 233-0205
2816 N 27th St
Phoenix,AZ 85009
E-Mail:
Jobsite Name:
Jobsite Address:
Start Date:
End Date:
Quotation Status:
Quoted to Customer
Price Road & 202
Work to be performed:
Set Precast
In
Set Back Fr. Bldg.
Radius
Height
60000
30
0
Lift Information:
Up
Heaviest Pick
Equipment Required:
Est. Amt
Rate
Description
Est. Qty
$1,890.00
$1,890.00
Crane Mobilization
1.00 Each
Per Trip- Sewer
$5,478.00
$5,478.00
190 Ton Hydraulic Truck Crane
1.00 Day
Per Day- 8 Hour Minimum- Sewer
$1,890.00
$1,890.00
Crane Demobilization
1.00 Each
Per Trip- Sewer
$650.00
$650.00
Crane Mobilization
1.00 Each
Per trip-pumps
$3,850.00
$3,850.00
90 Ton Hydraulic Truck Crane
1.00 Day
Per Day- 8 Hours-Pumps
$650.00
$650.00
Crane Demobilization
1.00 Each
Per Trips- Pumps
$1,440.80
Surcharge
1.00
10.00%
$15,848.80
Quote Estimate:
Comments:
This quote is contingent on a clear working and level working area. Any hours worked over 8-hours $50.00
per man, per hour will be added for overtime. A firm and level set up area for the crane must be provided.
There will be a 10% fuel surcharge on the invoice total
***Issuance of a purchase order acknowledges acceptance of this quotation
JAMES, COOKE & HOBSON, INC.
3501 E Broadway Rd, Phoenix, AZ.85040
Phone: 602-586-1439
Fax: 602-276-5402
E-mail egm@jchinc.com
MARCH 21, 2025
To: B&F CONTRACTING
Quotation #: 032125-1EGM
Job Name: CHANDLER CMAR 66
INCH REDUNDANT SEWER
Attn: TRAVIS MONK
Location: CHANDLER , AZ
Ph:
Quotation by: ED MARTIN
Unless otherwise stated: Prices are firm for 30 days from bid date, payment terms are NET 30 DAYS from shipment. Interest shall
accrue at 1.5% per month on past due amounts per month. Any taxes are additional. Items included are only listed below.
Please review carefully
QTY
DESCRIPTION
TOTAL
2
5PT20G-E2
Commander Series 2000 lbs. / 900 kg maximum capacity portable davit crane with a 4WP2-K power winch.
Crane includes:
- Handle for easy 360° rotation with Nylatron flange bearing
- Adjust boom angle with ratchet style screw jack finished with Galvanized Protective Coating
- Adjust boom reach with boom extension
- Quick connect winch mounting plate with single clevis pin connection
- Welded constructed structural steel pipe and tubing
- Hot Dipped Galvanized finish
- Stainless Steel assembly hardware
Winch Includes:
- 1.3 HP TENV, 115-1-60 motor
- Automatic internal load brake
- 6-foot NEMA 4 pendant control and an 8-foot power cord with grounded plug
- Line Speed range from 8 – 13 fpm
- Frame constructed of mild steel
- Gear reducer and drum constructed of cast aluminum
- Pressure plate with corrosion-resistant trivalent zinc finish
- Red Enamel finish
- Slot for swaged ball end on wire rope assembly to allow for Quick Disconnect option. This feature allows
you to keep the hook end of the wire rope assembly attached to the load at all times, disconnect the wire
rope from the winch and attach the swaged ball end to a Wire Rope Keeper (RK19-25S) or Cable Reel
(RW50).
- Quick disconnect option allows crane to be moved to another base location
- Stainless Steel fasteners to mount winch to crane
2
5BE20-15G
Commander Series 2000 Base Extension
- 15” / 38cm long
- Available for use with the 5PT20 series davit crane and base configuration
- Hot Dipped Galvanized finish
Use with flush or wall mount base to maintain crane height. Use with pedestal base if additional height is
required. Bases available in various finishes.
5
5BF20G
Commander Series 2000 (5PT20) Flush Mount Base
- Base cover with lanyard
- Hot Dipped Galvanized finish
DAVIT CRANE
QUOTE
CONT.
5
AN62A-6S
Expansion bolt anchor kit
Includes four bolts
ANCHOR DIAMETER: 5/8"
ANCHOR LENGTH: 6"
304 STAINLESS STEEL
5
WS25-45NS
1/4" diameter 7x19 aircraft cable assembly
- 304 Stainless Steel
- 45 feet long
- Swaged ball one end
- 316 SST Swivel hook with safety latch other end
- Ships loose with order
THE TOTAL NET PRICE F.O.B. FACTORY WITH FREIGHT ALLOWED TO THE JOB SITE IS…$20,517.00
NOTES:
•
The above price is firm for 30 days. After such time it may be subject to review. Shipment has been estimated
at Approx. 4-6 weeks after receipt of purchase order and/or approved submittal drawings.
•
Price includes: Freight to the job site off loaded by-others. Submittal drawings and start-up supervision.
•
Prices do not include: Sales tax
•
Thank you for this opportunity to be of service. If you have any questions regarding this quotation or any
other matter, Please do not hesitate to call.
Fibergrate Composite Structures Inc
1234 Johnson Road, Suite 366 ~ Allen, TX 75013 USA
T: 800-527-4043 ~ F: 972-250-1530
Quote No.91219
Quote Type: Fab Per Approval
(original)
Bid Type: Budget
Customer:
B&F Contracting, Inc
Date: July 18, 2025
Address:
11011 North 23rd Avenue
Phone: 623-582-1170
Phoenix, Arizona 85029
Fax:
United States
Attention:
Travis Monk
Cell:
tmonk@bfcontracting.com
623-582-1170
Opportunity: City of Chandler Pre-cast
Location: Chandler, AZ 85248
Fibergrate appreciates the opportunity to bid on your FRP requirement, and offers the following quotation for
your consideration. Fibergrate is an ISO-9001:2015 certified manufacturer and is one of the original pioneers
in the FRP fabrication industry, having invented fiberglass molded grating in 1965. With more than 50 years
of experience in FRP fabrications , Fibergrate has the experience and capabilities necessary to design, man-
ufacture , and fabricate the materials for your project to ensure that the assembly at the jobsite will proceed
smoothly. Fibergrate continues its commitment as a leader in the FRP market. All of the FRP products and
solutions offered in this quotation are heavy metal safe. If you have any questions about heavy metals in
FRP products or how they can affect your business, our communities and our environment, please go to our
website (www.fibergrate.com) or contact your local Fibergrate Representative.
All material take-offs were derived from drawing M-2.0, M-2.1, M-2.2, M-3.0, M-3.1, M-3.2, M-3.3, M-3.4, M-
3.5, M3.6, S1.2, S-3.0, S-301 revision 0 dated February 2025. Specification 06611 was provided with re-
quest for quote. Quoted FRP materials area based off e-mail received on 02/20/2025. All quoted FRP materi-
als will be per the design by the engineering department and are based of a 500 pound concentrated load-
ing.
MATERIALS of CONSTRUCTION:
Vi-Corr® 1 1/2" deep 1 1/2" square mesh molded grating with meniscus surface, color dark gray.
Dynaform® VEFR structural shapes, color beige.
316 Stainless Steel Hardware.
SCOPE of WORK:
Fibergrate® will provide the following:
Drawing M-2.0 revision 0 dated February 2025:
Junction Structure B:
One (1) area of 1 1/2" deep 1 1/2" square mesh molded grating with a non-slip meniscus surface. This area
to be approximately 902 square feet. Grating supports to be FRP structural beams, all FRP to FRP structural
connections to be made using 316 stainless steel hardware.. Beams to rest on concrete except for areas
where spanning over open channels. Channel opening range from 6'-0" to 6'-8". Grating to attach to the FRP
supports using Fibergrate's standard 316 stainless steel grating hold down clip assemblies. All grating pieces
to be cut down to 24" wide or less to fit through a man-hole.
Drawing M-3.0 revision 0 dated February 2025:
Page 1 of 3
FRP GRATING ONLY
RESPONSIVE BIDDER
Junction Structure C:
One (1) area of 1 1/2" deep 1 1/2" square mesh molded grating with a non-slip meniscus surface. This area
to be approximately 200 square feet. Grating supports to be FRP structural beams, all FRP to FRP structural
connections to be made using 316 stainless steel hardware.. Beams to rest on concrete except for areas
where spanning over open channels. Channel opening to be approximately 5'-10". Grating to attach to the
FRP supports using Fibergrate's standard 316 stainless steel grating hold down clip assemblies. All grating
pieces to be cut down to 24" wide or less to fit through a man-hole. This area includes a 2'-0" (square) sec-
tion of removable grating.
Drawing M-3.4 revision 0 dated February 2025:
Junction Structure E:
One (1) area of 1 1/2" deep 1 1/2" square mesh molded grating with a non-slip meniscus surface. This area
to be approximately 200 square feet. Grating supports to be FRP structural beams, all FRP to FRP structural
connections to be made using 316 stainless steel hardware.. Beams to rest on concrete except for areas
where spanning over open channels. Channel opening to be approximately 4'-10". Grating to attach to the
FRP supports using Fibergrate's standard 316 stainless steel grating hold down clip assemblies. All grating
pieces to be cut down to 24" wide or less to fit through a man-hole. This area includes a 2'-0" (square) sec-
tion of removable grating.
****************
Special Notes:
1.) This quote has been prepared using non-domestic bolts, nuts, and washers.
2.) If US domestic hardware is required contact Fibergrate Composite Structures for a revised quote using
US domestic hardware.
Special Notes:
****************
NOTES:
Fibergrate reserves the right to a final review of it's quotation prior to accepting a purchase order.
This quotation allows for three (3) sets of Approval & Erection drawings, additional drawings are
available at an additional cost of $5.00 per sheet.
Fibergrate's standard fabrication and manufacturing tolerances will apply as follows:
1.) Structural shapes & plate = +/- 1/8"; Cut grating = + 1/8" / - 5/16".
2.) Cut grating may have open or unequal stub bars.
3.) No specifications for design/products were provided with request for quote.
4.) No design calculations are included with the quotation.
5.) Design calculations are available with projects requiring approval drawings at an additional charge.
6.) Fibergrate Composite Structures has a manufacturing facility in Stephenville, TX.
7.) Grating will be attached to the structure using provided hold down clip assemblies.
8.) This quotation is based upon customer providing AutoCad drawings to Fibergrate before approval draw-
ings can be started.
9.) All grating notches/penetrations shown on the contract drawing are included in this quotation.
10.) All grating notches/penetrations not shown can be provided at additional cost.
11.) Hold-down clips/anchors are available but not included in this quotation unless specifically referenced.
12.) FRP platforms and other structural fabrications will require assembly.
13.) Visit www.fibergrate.com for Company history, literature, catalogs, specifications and product informa-
tion.
EXCLUSIONS:(to be provided by others)
Anchor bolts (including concrete screws used in conjunction with grating hold down clips), installation, field
measurements and any other items not specifically included in the above described "Scope of Work" are to
be provided by others.
PRICING:
Page 2 of 3
Fibergrate will provide prefabricated materials per this quotation for the amount of:
Lump Sum Sales Price:
$213,910.00
(USD)
(Taxes and Tariffs
NOT included)
Freight Included in Total Quoted Price for delivery to zip code 85248.
Freight Included based on One Complete Shipment.
Multiple shipments will result in additional charges to be determined at time of request. Executed change or-
ders will be required prior to release of materials for shipment.
TERMS OF DELIVERY:
Terms of Delivery: FOB Point of Origin
SUBMITTAL REVISIONS: Submittal revisions due to customer requested changes will be billed at a rate of
$60/HR for any additional drafting and/or engineering.
QUOTE VALIDITY: This quotation is firm for acceptance within thirty (30) days from the Bid Date.
SHIPMENT: Prices are firm for shipment within six (6) months of date of receipt of order. After six
(6) months, prices may escalate per the Producer Price Index (PPI) for Finished
Goods as reported at www.bls.gov/ppi. Price will be adjusted at quarterly intervals per
the PPI until material shipment. Executed change orders will be required prior to re-
lease of materials for shipment.
ESTIMATED DELIVERY:
(Lead times to be determined upon receipt of a purchase order.)
Fibergrate Territory Manager:
Ben Loth
E-Mail: ben.loth@fibergrate.com
Tel: 480-851-8541
Fibergrate Field Sales Manager:
West USA House, Greg Harris
E-Mail: greg.harris@fibergrate.com
Tel: 480-695-2052
This quotation was prepared by:
KW
Terms of Payment:
net 30
Terms of Delivery:
Fibergrate Composite Structures terms and conditions govern this quote. [x] See attached.
Page 3 of 3
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
RICHARD
City of Chandler CMAR 66-
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480327
1
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
<Main Products>
1 JD-SS-H20 BILCO FLOOR/VAULT/SIDEWALK DOOR 1528 15037.65 15037.65
4' 0.00 X 7' 0.00 (1220mm X 2135mm) NET
HINGED ON 7' 0.00 (2135mm) SIDE
Description 1/4" (6.35mm) DIAMOND PATTERN DBL COVE
Description DRAINAGE FRAME W/ DRAIN COUPLING
Live Load H-20 WHEEL LOAD (OFF-STREET LOCATIONS)
Lock STAINLESS STEEL SLAM LOCK
Finish MILL FINISH W/ELECTROCHEMICAL PASSIVATION OF WELDS
Hdwe 316 STAINLESS STEEL HARDWARE
BILCO PART # XJD095001
HINGED ON THE 7'0" SIDES. MANUFACTURED WITH TYPE 316 STAINLESS STEEL,
1/4" DIAMOND PLATE COVERS, 1/4" SMOOTH PLATE FRAME, TYPE 316 STAINLESS
STEEL HARDWARE, MILL FINISH WITH ELECTROCHEMICAL PASSIVATION OF WELDS
REINFORCED FOR H-20 LOADING. MODIFIED WITH RECESSED PADLOCK HASP.
1 PARTS SW FALL PROTECTION 70 814.05 814.05
NET
FALL PROTECTION FOR JD-SS-H20 4'X7' UNIT.
3 J-SS H20 BILCO FLOOR/VAULT/SIDEWALK DOOR 860 8039.25 24117.75
2' 0.00 X 7' 0.00 (609mm X 2135mm) NET
HINGED ON 7' 0.00 (2135mm) SIDE
Description 1/4" (6.35mm) DIAMOND PATTERN COVER
Description DRAINAGE FRAME W/ DRAIN COUPLING
Live Load H-20 WHEEL LOAD (OFF-STREET LOCATIONS)
Lock STAINLESS STEEL SLAM LOCK
Finish MILL FINISH W/ELECTROCHEMICAL PASSIVATION OF WELDS
Hdwe 316 STAINLESS STEEL HARDWARE
BILCO PART # XJ0095001
HINGED ON THE 7'0" SIDE. MANUFACTURED WITH TYPE 316 STAINLESS STEEL,
1/4" DIAMOND PLATE COVER, 1/4" SMOOTH PLATE FRAME, TYPE 316 STAINLESS
STEEL HARDWARE, MILL FINISH WITH ELECTROCHEMICAL PASSIVATION OF WELDS
REINFORCED FOR H-20 LOADING. MODIFIED WITH RECESSED PADLOCK HASP.
FOSTER ENGINEERED
PRODUCTS SELECTED AS
LOWEST BIDDER FOR ALL
PROJECT HATCHES
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
RICHARD
City of Chandler CMAR 66-
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480327
2
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
3 PARTS SW FALL PROTECTION 37 421.20 1263.60
NET
FALL PROTECTION FOR J-SS H20 2'X7' UNIT.
** ABOVE PRICE IS NET FOR ALL TYPES OF CUSTOMERS. MAXIMUM DISCOUNT
APPLIED.
FOB: FACTORY
FABRICATION TIME:
***DUE TO MARKET CONDITIONS RELATED TO MATERIAL AVAILABILITY, LEAD TIME
TO BE DETERMINED WHEN PURCHASE ORDER IS RELEASED FOR FABRICATION.***
**ADD TO ABOVE PRICE FOR FREIGHT TO PHOENIX, AZ 85029: $1,502.81
CHR LTL
<Terms>
ALL SALES BY THE BILCO COMPANY ARE GOVERNED BY TERMS AND CONDITIONS ATTACHED TO THIS
QUOTATION.
PLEASE MAKE P.O. OUT TO THE BILCO COMPANY AS A SUPPLIER WITH NO RETAINAGE
<Taxes>
Above Pricing Does NOT Include Sales Tax. Sales Tax WILL BE CHARGED
Based On The SHIPPING DESTINATION.
IF TAX EXEMPT, PLEASE FORWARD EXEMPTION CERTIFICATE WITH YOUR ORDER
<Exceptions>
Fall Protection Grating System consists of aluminum panel(s) withstain
less steel hardware (hinges, hold open latch, and all
fasteners). Padlock lug provided for security (padlock by others).
Fall protection system meets OSHA 29 CFR 1926.502(c)
Stainless Steel material is subject to prior sale.Please consult facto
ry at time of order for material availability.
Important Note: The above doors are suitable for use in off-street
locations where not subjected to high density, fast moving traffic
Support required under frame and shelf -designed and installed by
others in the field.
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
RICHARD
City of Chandler CMAR 66-
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480327
3
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
<Notes>
Freight is subject to additional charges for appointment/notification,
delivery to construction sites, limited access sites, residential
deliveries, lift gates and excessive pallet length (greater than 8').
Price is FOB factory and does not include tax or freight.
Any change or addition to above items as quoted will result in a
price change.
If an order is placed for the items quoted above, lead time will
be reviewed and may change based on plant capacity & schedule
and/or our material suppliers lead times at the time of the order.
Price may be subject to change pending review of specifications and/or
details.
Note: Pricing is based on all units being shipped at the same time to
the same location.
If we are favored with an order, it would be necessary for us to
furnish drawings for architectural approval prior to fabrication.
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
PLEASE ADVISE IF THE BUY AMERICAN ACT, THE BUY AMERICA ACT, OR THE AMERICAN RECOVERY
AND REINVESTMENT ACT APPLIES TO THIS PROJECT
In the event that there are product or project details that you would like to discuss
further, you may also contact your local BILCO representative (noted below)
Each of our representatives has been factory trained and is fully qualified to
answer any questions that you may have.
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
Phone 602-265-0127
Fax 602-266-0455
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE C
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480361
1
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
<Main Products>
1 J-SS H20 BILCO FLOOR/VAULT/SIDEWALK DOOR 1347 13571.55 13571.55
3' 0.00 X 6' 8.00 (914mm X 2030mm) NET
HINGED ON 6' 8.00 (2030mm) SIDE
Description 1/4" (6.35mm) DIAMOND PATTERN COVER
Description DRAINAGE FRAME W/ DRAIN COUPLING
Live Load H-20 WHEEL LOAD (OFF-STREET LOCATIONS)
Lock STAINLESS STEEL SLAM LOCK
Finish MILL FINISH W/ELECTROCHEMICAL PASSIVATION OF WELDS
Hdwe 316 STAINLESS STEEL HARDWARE
BILCO PART # XJ0095001
HINGED ON THE 6'8" SIDE. MANUFACTURED WITH TYPE 316 STAINLESS STEEL,
1/4" DIAMOND PLATE COVER, 1/4" SMOOTH PLATE FRAME, TYPE 316 STAINLESS
STEEL HARDWARE, MILL FINISH WITH ELECTROCHEMICAL PASSIVATION OF WELDS.
REINFORCED FOR H-20 LOADING. MODIFIED WITH RECESSED PADLOCK HASP.
8" CHANNEL UNDER FRAME.
1 PARTS SW FALL PROTECTION 49 486.00 486.00
NET
FALL PROTECTION FOR J-SS H20 3'X6'8" UNIT.
2 J-SS H20 BILCO FLOOR/VAULT/SIDEWALK DOOR 860 8063.55 16127.10
2' 0.00 X 7' 0.00 (609mm X 2135mm) NET
HINGED ON 7' 0.00 (2135mm) SIDE
Description 1/4" (6.35mm) DIAMOND PATTERN COVER
Description DRAINAGE FRAME W/ DRAIN COUPLING
Live Load H-20 WHEEL LOAD (OFF-STREET LOCATIONS)
Lock STAINLESS STEEL SLAM LOCK
Finish MILL FINISH W/ELECTROCHEMICAL PASSIVATION OF WELDS
Hdwe 316 STAINLESS STEEL HARDWARE
BILCO PART # XJ0095001
HINGED ON THE 7'0" SIDE. MANUFACTURED WITH TYPE 316 STAINLESS STEEL,
1/4" DIAMOND PLATE COVER, 1/4" SMOOTH PLATE FRAME, TYPE 316 STAINLESS
STEEL HARDWARE, MILL FINISH WITH ELECTROCHEMICAL PASSIVATION OF WELDS.
REINFORCED FOR H-20 LOADING. MODIFIED WITH RECESSED PADLOCK HASP.
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE C
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480361
2
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
2 PARTS SW FALL PROTECTION 37 421.20 842.40
NET
FALL PROTECTION FOR J-SS H20 2'X7' UNIT
**ABOVE PRICE IS NET FOR ALL TYPES OF CUSTOMERS. MAXIMUM DISCOUNT
APPLIED.
FOB: FACTORY
FABRICATION TIME:
***DUE TO MARKET CONDITIONS RELATED TO MATERIAL AVAILABILITY, LEAD TIME
TO BE DETERMINED WHEN PURCHASE ORDER IS RELEASED FOR FABRICATION.***
**ADD TO ABOVE PRICE FOR FREIGHT TO EL PASO, TX 79930: $1,309.18
CHR LTL
<Terms>
ALL SALES BY THE BILCO COMPANY ARE GOVERNED BY TERMS AND CONDITIONS ATTACHED TO THIS
QUOTATION.
PLEASE MAKE P.O. OUT TO THE BILCO COMPANY AS A SUPPLIER WITH NO RETAINAGE
<Taxes>
Above Pricing Does NOT Include Sales Tax. Sales Tax WILL BE CHARGED
Based On The SHIPPING DESTINATION.
IF TAX EXEMPT, PLEASE FORWARD EXEMPTION CERTIFICATE WITH YOUR ORDER
<Exceptions>
Fall Protection Grating System consists of aluminum panel(s) withstain
less steel hardware (hinges, hold open latch, and all
fasteners). Padlock lug provided for security (padlock by others).
Fall protection system meets OSHA 29 CFR 1926.502(c)
Stainless Steel material is subject to prior sale.Please consult facto
ry at time of order for material availability.
Important Note: The above doors are suitable for use in off-street
locations where not subjected to high density, fast moving traffic
Support required under frame and shelf -designed and installed by
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE C
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480361
3
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
others in the field.
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
<Notes>
If we are favored with an order, it would be necessary for us to
furnish drawings for architectural approval prior to fabrication.
Freight is subject to additional charges for appointment/notification,
delivery to construction sites, limited access sites, residential
deliveries, lift gates and excessive pallet length (greater than 8').
Price is FOB factory and does not include tax or freight.
Any change or addition to above items as quoted will result in a
price change.
If an order is placed for the items quoted above, lead time will
be reviewed and may change based on plant capacity & schedule
and/or our material suppliers lead times at the time of the order.
Price may be subject to change pending review of specifications and/or
details.
Note: Pricing is based on all units being shipped at the same time to
the same location.
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
PLEASE ADVISE IF THE BUY AMERICAN ACT, THE BUY AMERICA ACT, OR THE AMERICAN RECOVERY
AND REINVESTMENT ACT APPLIES TO THIS PROJECT
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE C
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480361
4
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
In the event that there are product or project details that you would like to discuss
further, you may also contact your local BILCO representative (noted below)
Each of our representatives has been factory trained and is fully qualified to
answer any questions that you may have.
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE E
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480360
1
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
<Main Products>
1 J-SS H20 BILCO FLOOR/VAULT/SIDEWALK DOOR 1347 16755.00 16755.00
3' 0.00 X 6' 8.00 (914mm X 2030mm)
HINGED ON 6' 8.00 (2030mm) SIDE
Description 1/4" (6.35mm) DIAMOND PATTERN COVER
Description DRAINAGE FRAME W/ DRAIN COUPLING
Live Load H-20 WHEEL LOAD (OFF-STREET LOCATIONS)
Lock STAINLESS STEEL SLAM LOCK
Finish MILL FINISH W/ELECTROCHEMICAL PASSIVATION OF WELDS
Hdwe 316 STAINLESS STEEL HARDWARE
BILCO PART # XJ0095001
HINGED ON THE 6'8" SIDE. MANUFACTURED WITH TYPE 316 STAINLESS STEEL,
1/4" DIAMOND PLATE COVER, 1/4" SMOOTH PLATE FRAME, TYPE 316 STAINLESS
STEEL HARDWARE, MILL FINISH WITH ELECTROCHEMICAL PASSIVATION OF WELDS.
REINFORCED FOR H-20 LOADING. MODIFIED WITH RECESSED PADLOCK HASP.
8" CHANNEL UNDER FRAME.
1 PARTS SW FALL PROTECTION 49 600.00 600.00
FALL PROTECTION FOR J-SS H20 3'X6'8" UNIT.
FOB: FACTORY
FABRICATION TIME:
***DUE TO MARKET CONDITIONS RELATED TO MATERIAL AVAILABILITY, LEAD TIME
TO BE DETERMINED WHEN PURCHASE ORDER IS RELEASED FOR FABRICATION.***
<Freight>
FREIGHT TO 79930 EL PASO TX FROM ZIP 72472 653.66
Freight is based on units and quantities as quoted above and subject to review based
on method of shipment. DOES NOT INCLUDE ALTERNATES.
<Terms>
ALL SALES BY THE BILCO COMPANY ARE GOVERNED BY TERMS AND CONDITIONS ATTACHED TO THIS
QUOTATION.
PLEASE MAKE P.O. OUT TO THE BILCO COMPANY AS A SUPPLIER WITH NO RETAINAGE
<Taxes>
Above Pricing Does NOT Include Sales Tax. Sales Tax WILL BE CHARGED
Based On The SHIPPING DESTINATION.
IF TAX EXEMPT, PLEASE FORWARD EXEMPTION CERTIFICATE WITH YOUR ORDER
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE E
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480360
2
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
<Exceptions>
Fall Protection Grating System consists of aluminum panel(s) withstain
less steel hardware (hinges, hold open latch, and all
fasteners). Padlock lug provided for security (padlock by others).
Fall protection system meets OSHA 29 CFR 1926.502(c)
Stainless Steel material is subject to prior sale.Please consult facto
ry at time of order for material availability.
Important Note: The above doors are suitable for use in off-street
locations where not subjected to high density, fast moving traffic
Support required under frame and shelf -designed and installed by
others in the field.
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
<Notes>
Freight is subject to additional charges for appointment/notification,
delivery to construction sites, limited access sites, residential
deliveries, lift gates and excessive pallet length (greater than 8').
Prices quoted are list.
Price is FOB factory and does not include tax or freight.
Any change or addition to above items as quoted will result in a
price change.
If an order is placed for the items quoted above, lead time will
be reviewed and may change based on plant capacity & schedule
and/or our material suppliers lead times at the time of the order.
Price may be subject to change pending review of specifications and/or
details.
If we are favored with an order, it would be necessary for us to
furnish drawings for architectural approval prior to fabrication.
QUOTE
The Bilco Company
P.O. Box 1203
New Haven, CT. 06505
(203) 934-6363, Email cs@bilco.com
Date
Quote
Pg
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
JEN FOSTER
JUNCTION STRUCTURE E
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
07/17/25
480360
3
Cust # 542574
Qty Product
Description
Weight
Pounds
Unit
Price
Extension
US Dollars
THIS QUOTE WILL EXPIRE ON 08/31/25
If Units Not Released To Fabrication By 08/31/25 Pricing Is Subject To Review
PLEASE ADVISE IF THE BUY AMERICAN ACT, THE BUY AMERICA ACT, OR THE AMERICAN RECOVERY
AND REINVESTMENT ACT APPLIES TO THIS PROJECT
In the event that there are product or project details that you would like to discuss
further, you may also contact your local BILCO representative (noted below)
Each of our representatives has been factory trained and is fully qualified to
answer any questions that you may have.
FOSTER ENGINEERED PRODUCTS
1819 E MORTEN AVE
STE 200
PHOENIX AZ 85020
Phone 602-265-0127
Fax 602-266-0455
Email jen@fosterengineered.com
JAMES, COOKE & HOBSON, INC.
3501 E Broadway Rd, Phoenix, AZ.85040
Phone: 602-586-1439
Fax: 602-276-5402
E-mail egm@jchinc.com
MARCH 18, 2025
To: B&F CONTRACTING
Quotation #: 031825-1EGM
Job Name: CITY OF CHANDLER
CMAR 66” SEWER
Attn: TRAVIS MONK
Location: CHANDLER , AZ
Ph:
Quotation by: ED MARTIN
Unless otherwise stated: Prices are firm for 30 days from bid date, payment terms are NET 30 DAYS from shipment. Interest shall
accrue at 1.5% per month on past due amounts per month. Any taxes are additional. Items included are only listed below.
Please review carefully
QTY
DESCRIPTION
TOTAL
1
STAINLESS STEEL TYPE 316 AHD 48" X 84"
$20,848.00
A-NGLE FRAME, H-20 OCCASIONAL LOADING, D-OUBLE DOOR.
OPTIONS INCLUDED: OPEN SPRINGS, SLAMLOCK, OVERSIZED
RECESSED PADLOCK, SKIRT FOR 8" TOP SLAB, MILL FINISH.
2
STAINLESS STEEL TYPE 316 AHD 36" X 80"
$36,642.00
A-NGLE FRAME, H-20 OCCASIONAL LOADING, D-OUBLE DOOR.
OPTIONS INCLUDED: OPEN SPRINGS, SLAMLOCK, OVERSIZED
RECESSED PADLOCK, SKIRT FOR 8" TOP SLAB, MILL FINISH.
3
316SS FRAME AND COVER 24" X 84" FRAME OPENING
$28,277.00
BOLTED COVER MADE OUT OF 1/4" THICK DIAMOND PLATES
FRAME MADE OUT 3 X 3 X 3/8 THICK ANGLE WITH 1/2 X 5 1/2 ANCHORS.
LOADING: H-20 - OCCASIONAL TRAFFIC MILL FINISH
2
316SS FRAME AND COVER 21" X 84" FRAME OPENING
$18,327.00
BOLTED COVER MADE OUT OF 1/4" THICK DIAMOND PLATES
FRAME MADE OUT 3 X 3 X 3/8 THICK ANGLE WITH 1/2 X 5 1/2 ANCHORS.
LOADING: H-20 - OCCASIONAL TRAFFIC MILL FINISH
ESTIMATED FREIGHT
$2,500.00
NOTES:
•
The above price is firm for 30 days. After such time it may be subject to review. Shipment has been estimated
at Approx. 12 - 14 weeks after receipt of purchase order and/or approved submittal drawings.
•
Price includes: Freight to the job site off loaded by-others. Submittal drawings and start-up supervision.
•
Prices do not include: Sales tax
•
Thank you for this opportunity to be of service. If you have any questions regarding this quotation or any
other matter, Please do not hesitate to call.
JCH NOT SELECTED
The following proposal is submitted for your review:
Description
Size
Quantity
Unit Price
Total
1
Mobilization
1-EA
200,000.00
200,000.00
2
Furnish & Install Bare Casing
86”x1.00”
639-LF
4,245.00
2,712,555.00
Soil Condition: Sandy Clay
Total Bid
$2,912,555.00
Special Provisions:
Price based on casing quote dated 7/18/25, 90% drawings, no Buy America requirements, PJP weld on casing
joints , no conflicts with existing utilities, backfill of existing utilities will not impact tunneling & a scheduled
start date of 1/5/2025. Price includes steel rack for Hobas pipe, brick and mortar bulkhead, low density
backfill grout and pushing Contractor furnished Hobas pipe. Jacking pit will need high arch doubler spreaders
and a backwall capable of 800 tons with no movement.
Jacking Pit:
40’
L
16’
W
24"
Below Bottom of Casing
Receiving Pit:
24’
L
14’
W
grade”
Below Bottom of Casing
Stand-by Crew Rate:
$1,497.00
per hour, for delays beyond control of Pacific Boring (i.e. pit not ready, line and grade staking
not available, obstructions, rock, non-borable ground)
CONTRACTOR TO FURNISH THE FOLLOWING:
1.
This quotation will be incorporated into the subcontract between the parties. Pacific Boring will not sign a contract that doesn’t have this
quote attached and referenced as included.
2.
Bore and Receiving pits shall be to the minimum clear inside dimensions as listed above and will require a vertical clearance from pit
floor to walers or cross members of 10-foot minimum & up to 14-foot. Contractor shall consult with Pacific Boring personnel on details
of pit design to ensure compatibility of pit and proposed tunneling equipment. In addition to Pacific Borings requirements all pits must
comply with OSHA requirements, including landings, handrails, toe boards, etc.
3.
Dewatering, as directed by Pacific Boring.
4.
Furnish access to Job-site, clear overhead access (no power lines over pits), and traffic control.
5.
Provide all required surveying including but not limited to; line and grade staking, surface settlement points and monitoring, survey
control, etc.
6.
Notify Underground Service Alert 48 hours before commencing bore. Locate all substructures for size, line, and depth prior to starting
tunneling operations and specifically hold Pacific Boring, Inc. harmless from all damages of any kind caused by failure to properly locate
substructures.
7.
Permits, including Cal/Osha classification for all bores 30" and larger to be provided prior to scheduling.
8.
Remove spoils from job-site. Pacific Boring to bring to street level.
9.
Any required vent pipe, cathodic protection and testing such as, welds, concrete, etc.
10.
Furnish carrier pipe or RCP unloaded at job-site with all necessary joint materials, as required.
11.
Test and fill carrier pipe with water prior to and during sand or grout backfill of casing.
12.
If bond required, Add 1 1/2 %.
13.
Pothole existing utilities and confirm elevations are not in conflict with bore.
14.
Construction water, concrete washout and sanitary facilities.
15.
Pacific Boring shall indemnify and defend the contractor for claims of negligence which arise solely from work performed under the
contract to the extent that Pacific Boring is found liable for the claim.
16.
DOES NOT INCLUDE RAILROAD INSURANCE, IF APPLICABLE. Pacific Boring as named insured on Contractor’s Railroad protective liability
insurance policy.
17.
Pacific Boring will pour a concrete thrust block in jacking. General Contractor is responsible for removal of thrust block.
18.
In the event that this agreement is placed with an attorney to enforce its provisions, the prevailing party shall be entitled to reasonable
attorney’s fees and costs.
19.
Price based on one move in, additional move ins to be billed at mobilization unit prices provided.
20.
Upon execution of contract Pacific Boring will procure materials for your project. If the project is delayed or canceled after scheduling
Contractor will be responsible for all specialty material costs and become owner of said materials.
21.
Contractor shall provide at least four weeks advance notice of scheduling requirements.
22.
If retention is withheld it shall be limited to 5% and shall be paid 60 days after completion of Pacific Borings work.
23.
Quote Good for 30-days
Submitted By:
Ted Miller
Estimator
Reference #
250120sc.r2
REFERENCE
Chandler – 66-Inch Redundant Sewer Project No. 2402.201
BID DATE
Revised 7/22/2025 (Original 1/20/2025)
P.O. Box 727 Caruthers, Ca. 93609 • P 559-864-9444 F 559-864-9256
Contractors License Numbers
California Lic: 553794 | DIR 1000003953 | Nevada Lic: 0042398
SELECTED BASED ON
COMBINED
QUALIFICATION AND
PRICING SCORING
SYSTEM (SEE
ATTACHED SCORE
SHEET)
PRICE INCREASE DUE TO STEEL
PRICES. SEE NEXT TWO SHEETS FOR
OLD QUOTE COMPARISON TO
CURRENT
The Right Pipe The Right Services Right On Time
Home Office: 2331 Hampton Ave. St. Louis, MO 63139
Plant: 11 Skyview Dr. Litchfield, IL 62056
Telecom & Power Yard: 501 Gimblin St. Louis, MO 63147
1-800-325-2653 314-383-5300 Fax: 314-383-2322
Quote To
Pacific Boring
Steven Gallyer / Ted Miller
Quote Number
200992
Project Description
Chandler AZ - 66 in Redundant Sewer
Date
07/18/2025
Terms
1/2% 10 DAYS, NET 30
FOB
Chandler AZ
Sales Consultant
Marshall Blume
Estimated Ship Date (ARO)
12-15wk MINIMUM
Lead times subject to change
until order placed
We are pleased to offer the following material for your consideration:
Pcs
Total
Feet
Diameter
(inches)
Wall Thickness
(inches)
Description/Specifications
Length
Price/Ft
Ext. Price
34
680
86 OD
X
1.00
A252-2; ROLLED & WELDED; BARE; BEVELED BY SQUARE; 20' UL'S;
20 Ft
$
898.00 $
610,640.00
1-2 MID WELDS; MELT/MANUFACTURE USA; PP TEST REPORTS;
All costing, lead time and availability must be verified prior to us accepting an
order.
Manufacturing begins when we start receiving plate.
We will need every bit of 12-15 weeks to make this order.
Subtotal $
610,640.00
Estimated Freight $
_________
Total $
610,640.00
It is the customer's responsibility to inform Pittsburgh Pipe at the time of quotation what, if any, Material specs are required. Customer
agrees the material specs listed above meet customer's job specifications.
TERMS & CONDITIONS
Quotation subject to raw material price and availability at time of order
Charges may apply for restocking, cancellation or storage for orders more than 90 days past original ship date.
Special orders are non-cancellable and non-returnable.
All dimensions are nominal, unless otherwise indicated.
All items are offered subject to prior sale, unless otherwise indicated.
Freight is an estimate and is subject to actual cost at time of shipment.
If you have any questions, or if I may be of further assistance, please do not hesitate to call me
Marshall Blume
Steven Gallyer / Ted Miller
Sales Consultant
Pacific Boring
314-659-1919
mblume@pittsburghpipe.com
* Large Diameter Pipe * Bore Casing * Rolled and Welded Pipe * Pipe Piling * Polyethylene Duct
VISIT OUR WEBSITE AT www.pittsburghpipe.com
Page 1
UPDATED QUOTE
WITH INCREASE
The Right Pipe The Right Services Right On Time
*Large Diameter Pipe *Bore Casing *Rolled and Welded Pipe *Fiber Optic Casing *Polyethylene Duct
Date:
01/20/2025
Quote:
00200992 PAC936
To:
Pacific Boring
Attn:
Ted Miller
From:
Kevin Davidson
Reference:
Chandler AZ - 66 in Redundant Sewer
We are pleased to offer the following material for your consideration:
680 F
88 OD; 1.00 WALL; A252-2; ROLLED & WELDED; BARE;
at $810.0000 per F
BEVELED BY SQUARE; 20' UL'S; 1-2 MID WELDS;
MELT/MANUFACTURE USA; PP TEST REPORTS;
*L*34@20.00
Delivered Pricing
Pre-tax delivered total: $550,800.oo
FOB:
Chandler AZ
Terms:
1/2% 10 DAYS, NET 30
Estimated Ship Date:
8-10 weeks ARO
If you have any questions, or if I may be of further assistance, please do not hesitate to call me.
Charges may apply for restocking, cancellation or storage for orders more than 90 days past original ship date.
Special orders are non-cancellable and non-returnable.
All dimensions are nominal, unless otherwise indicated.
All items are offered subject to prior sale, unless otherwise indicated.
VISIT OUR WEBSITE AT www.pittsburghpipe.com
Kevin Davidson
2331 Hampton Ave. St. Louis, MO 63139 1-800-325-2653 314-383-5300 Fax: 314-383-2322
www.pittsburghpipe.com
Page 1
OLD QUOTE UTILIZED IN
ORIGINAL PACIFIC BORING
BID
Phone: (602) 997-6164 Fax: (602) 997-4811
Website: www.sscunderground.com E-mail: Arvid@sscunderground.com
Contractor’s License No. AZ 085634 / CA 1006387 / NM 382037
PROPOSAL
January 16, 2025
Specialized Services Company (SSC), 2001 W. North Lane, Phoenix, Arizona, 85021, proposes to furnish and provide all
labor, material, and equipment necessary to complete the following work:
Job Title/Location:
Chandler Redundant Sewer
Scope of Work:
See Attachment “A”
Specialized Services Company agrees to complete the work acting as a sub-contractor. The General Contractor is
responsible for all taxes related to the gross revenue sale and not the responsibility of Specialized Services Company.
Any alteration or deviation from the specifications contained in this proposal involving extra cost for material, labor, or
other expenses resulting from the alteration or deviation from the specification will only be executed upon written orders
for same and will require extra charges over the sum quoted in this proposal. All agreements will be made in writing.
Respectfully submitted,
Arvid Veidmark, III
President
Initial: ______________
Date: _______________
(H:/Jobs/Jobs Info/2024 Jobs/Bidding for Trenchless/SSC Proposal for Redundant Sewer)
2
Attachment “A”
This Attachment A is specifically incorporated into and made a part of the Proposal between Specialized Services
Company and the General Contractor.
This Scope of Work includes:
A.
SSC will setup in a bore pit dug and shored by B&F, 40’ long with 16’ wide with arches to provide a minimum
110” vertical clearance for jacking equipment. The front box needs to be a 10’ x 28’ and the back box 10’ x
12’. SSC will utilize specialized equipment to excavate the soils in front of the leading edge of the 90” OD x 1”
wall steel casing, 6-12” at a time and jack the casing into the space. The soil is excavated with a precision
process to ensure the bottom third of the casing is riding on the soil to control line and grade with the top
2/3rd is over-excavated to allow for line and grade adjustments as needed. This process is repeated until the
casing is parked at 650’. The 88” ID steel casing is welded with a full circumference weld at each joint as the
casing is advanced into the earth. After the casing is parked, the gap between the casing and earth is filled
with a neat cement or 6-sack sand slurry to provide a full contact grout. Two key items that we have
considered in our plan are the removal of the existing abandoned RCP storm drain and sewer line from inside
the tunnel as we advance north of the 202. B&F and SSC will work through the plan to plug these two lines
from inside each line to ensure the section to be removed during the tunneling process are secure and empty
and SSC will strategically remove the lines while advancing the steel casing. The 66” flush bell HOBAS will be
installed on a railing system to ensure line and grade meet the specification requirements and the annular
space will be filled with pea gravel after the 66” has been accepted for line and grade. The ends of the
casing will be sealed with a brick-and-mortar bulkhead.
B.
Mobilize jack and bore operation to the job site.
NOTE: PRICING ON MATERIAL GOOD FOR 28 DAYS ONLY, AFTER 28 DAYS PRICE CAN INCREASE BASED ON MARKET
CONDITIONS!
Reminder: Budget $6,800.00 dollars into the job for vacuum utility potholing, the last page list SSC vacuum services.
Schedule of Values
Inclusions
Price
A. Horizontal jack and boring machine, labor, welder,
excavator, brick and mortar, steel casing, railing, pea
gravel, grout for OD of casing.
A. $2,780.00 p/f x 650’ = $1,807,000.00 for L&E
$1,125.00 p/f x 650’ = $731,250.00 for 90” x 1” wall
steel casing.
B. Mobilization
B. $25,500.00 LS
Change Orders:
The parties agree to adjust the scope of work at any time. Such adjustments may include, but not be limited to, extending, deleting, or adding bore
paths or footage, and decreasing work schedules by up to five (5) percent without renegotiating the labor rates quoted in this proposal. The General
Contractor agrees to compensate SSC for adjustments requiring increased labor hours on the same terms and conditions set forth in the proposal. The
General Contractor and SSC will mutually determine how many hours of additional labor are required for such adjustments.
The parties agree to adjust material quantities at any time. Such adjustments may include, but not be limited to decreasing quantities by up to ten (10)
percent without renegotiating the material charges quoted in this proposal. The General Contractor agrees to compensate SSC for adjustments
requiring increasing material quantities on the same terms and conditions set for the in the proposal. The General Contractor and SSC will mutually
determine quantity increases required for such adjustments.
Initial: ______________
Date: _______________
(H:/Jobs/Jobs Info/2024 Jobs/Bidding for Trenchless/SSC Proposal for Redundant Sewer)
3
Assumptions:
A.
For any bore pit that SSC is proposing to excavate, this is based conventional shore boxes in soils that stand while the pit is being excavated
to depth before shoring is set. If the pits are adjacent to an existing trench line or in other soil conditions that will not stand, an alternate
method of shoring such as slide rail will need to be evaluated and pricing negotiated, General Contractor may need to take over the digging &
shoring.
B.
SSC crews will work 5 days per week, Monday – Friday, 8 hours on site. Price includes no weekend, night or double shift work.
C.
This project is being bid as a Prime Contracting project per Arizona Transaction Privilege Tax law and does not have sales tax included in its
material price. An AZ 5005 form is required at contract execution, if one cannot be provided, sales tax on materials will be added to SSC’s
invoices to General Contractor.
D.
SSC is not responsible for any damage to the carrier line in any form or fashion, the General Contractor has the option to provide an operator
to jack the carrier line through the steel casing if there is a concern over damage to the carrier line.
E.
The General Contractor agrees to provide 24-hour security personnel to safeguard SSC’s property against vandalism, theft, and unauthorized
use if any of these issues occurs.
F.
If unknown utility or structure is encountered and/or if existing AZ-Builts are not true, and these conditions result in the delay of the project
or stand-by time, the General Contractor and/or owner will agree to absorb SSC’s additional costs.
G.
If rock or cobbles are encountered which become too dense for the bore machine to bore through, or if the soil conditions result in a delay of
the estimated job completion, the General Contractor agrees to compensate Specialized Services Company for additional labor and materials
according to the same terms and conditions set forth in this proposal. The General Contractor and Specialized Service Company will mutually
determine in writing additional labor hours, materials, and other resources required for such adjustments.
H.
SSC is not responsible for removing or replacing any asphalt or concrete damaged during mobilization, construction or demobilization.
I.
The pressure testing of the carrier line is the sole responsibility of the General Contractor and owner. Specialized Services Company is not
responsible for any failure of the carrier line regardless of the nature of the failure.
J.
The parties agree that Specialized Services Company will not be held responsible or liable for any damage to existing utilities, structures,
roadways, or the like caused by cave-ins or flowing material which was not chemically stabilized prior to the bore under any circumstances.
K.
The General Contractor agrees to compensate SSC for any costs incurred in mobilizing or for materials ordered if the project is delayed by
unforeseen circumstances, including but not limited to, flowing, running caving material.
L.
The General Contractor agrees to accept the footages listed by the SSC job foreman on site when bores are completed. The General
Contractor’s representative may verify and sign-off on footages as bores are completed if on site at the time work is completed.
M.
Specialized Services Company will not provide any certified welders or certified welding for the joints of the steel casing.
N.
Specialized Services Company will not provide coatings or linings of the steel casings.
O.
The storm drain and sewer line that are in the bore path are sealed off and ready for SSC to safely tunnel through/remove by the time they
are encountered in the bore path.
Initial: ______________
Date: _______________
(H:/Jobs/Jobs Info/2024 Jobs/Bidding for Trenchless/SSC Proposal for Redundant Sewer)
4
Exclusions:
Specialized Services Company is not responsible for the following:
A.
Traffic control, dead-man tie-off’s, fall protection equipment, temporary fencing and barricades
B.
Any costs or requirements related to work around or under railroad tracks including Railpros, flaggers or observers
C.
Excavating the bore pit (40’ long x 16’ wide) and the reception pit as needed by B&F
D.
Backfilling of bore and reception pits, all spoils removal, and restoration of landscaping
E.
Surveying for proper elevation of casing or carrier line
F.
Cost for re-staking hubs regardless of the amount needed to complete the bore & carrier line install
G.
De-watering of bore and reception pits and bore line
H.
Supply, assembling, and any special equipment to set carrier pipe and install
I.
Any cathodic protection, coatings, or linings of the steel casing and poly wrapping of carrier line
J.
Removal of any asphalt concrete or metal
K.
Boring through any rock, cobbles or unstable material
L.
Replacement of asphalt with hot patch or any concrete replacement such as sidewalk or driveways
M.
Removal and replacement of any permanent fencing
N.
Supply, setup, tear down, and removal of any temporary fencing of entire job site, pits & equipment
O.
Permits, bonds and sales taxes (SSC Bond rate 1.5%)
P.
Geo-technical reports for SSC and grout company (if necessary)
Q.
Chemical grout to stabilize the soil conditions for the project (if necessary)
R.
Grout to fill any annular space inside the casing
S.
Construction water and/or fire hydrant hook-ups and any meters
T.
Security personnel to protect the job site
U.
Inspection or testing of any carrier lines, any equipment needed to set the carrier into the bore pit
V.
Pipe fitters, welders, welding machine, linings, wrappings and any items required for the assembly of the carrier line or lines.
W.
Coating and lining of the casing
X.
SWPPP (Storm Water Pollution Prevention Plan)
Y.
Camera and water test of any gravity carrierline
Z.
Potholing any utilities crossed by the proposed bore. (SSC can provide this service, see rates on last page)
Initial: ______________
Date: _______________
(H:/Jobs/Jobs Info/2024 Jobs/Bidding for Trenchless/SSC Proposal for Redundant Sewer)
5
Attachment “B”
This Attachment B is specifically incorporated into and made a part of the Service Agreement between Specialized Services Company
and the Client.
Scope of Work:
A.
SSC will provide an air vacuum truck and crew to vacuum excavate and expose utilities or provide vacuum excavation as
directed by the Client. SSC will temporarily backfill all holes temporarily with native material. SSC will patch all holes in
asphalt or concrete with temporary cold patch.
B.
SSC will provide a hydro-excavation truck and 2 man crew to vacuum excavate as directed. Holes will be left
open/responsibility of client to backfill and/or cover.
Schedule of Values:
A. Air Excavation (Vacmaster System 4000)
$250.00 per hour portal to portal, 4 hr. min.
B. Hydro Excavation (Truvac HXX)
$285.00 per hour Port to Port (SSC Yard to Jobsite to SSC Yard, includes dump time), 6 hr. min.
Dump Fees – Cost +15% (If onsite dump is not available)
Water Fee - $50/load (If not available onsite)
•
If client request that SSC hauls spoils offsite a removal fee of $150.00 will be charged per load.
•
SSC will supply the Client with a hand-written Utility Report for each utility located, included in hourly rate.
•
All holes in asphalt or concrete will be patched with temporary cold patch and backfilled with native soil unless noted
otherwise, backfilling is temporary.
•
If requested, SSC can core the holes to be potholed and reinstate the cores. Coring will be billed at $350.00 per pothole.
•
If requested, Slurry can be ordered and will be billed at $200.00 per pothole with a $1000.00 per day minimum.
•
Any utility we pothole where we encounter slurry backfill or concrete encasement will require 2 holes, one on either side of
the encasement to confirm the depth on each side.
•
The Client or Owner is responsible for all compaction testing on holes.
•
Excludes traffic control, temporary fencing, shoring, permits and barricades.
•
Set Control for potholes and provide sealed pothole report is $225.00 per hole, 10 hole minimum.
Note: Billed quantities will be based on actual hours recorded by crews and signed off on by client.
CIP STRUCTURE B
QUOTE (SELECTED)
Bid
Bid# 25-058 R-1
CA. LIC # 621586
AZ. LIC # ROC 253213
DIR # 1000007798
Attn: Travis Monk
DBE # 39828
Date: 07/18/25
PHONE(951)360-7531
FAX (951)360-7561
Job: Redundant Sewer Project, City of Chandler, AZ
www.rduganconst.com
Item #
Description
Quan.
Units
Working
Days
Price
Amount
Junction Structure B per Detail on Sheet S-2.0, S-2.1, S-3.0 & S-3.1
*CONCRETE & REBAR ONLY* *CAST-IN-PLACE HARDWARE SET BY R.
DUGAN* *BOLTED HARDWARE SET BY OTHERS*
Box 33.00' x 29.11' x 24.46'
1.00
Ea
Grout - 900.77 sqft *INSIDE GROUT CHANNEL BY R. DUGAN ONLY*
72.00
CY
1.00
LS
47
1,336,898.00
$
1,336,898.00
$
Total
1,336,898.00
$
Excludes:
Excavation, Backfill, Compaction, Demo, Removals, Survey, Testing, Permits, Rip Rap, Traffic Control, Erosion Control
Dewatering, Stencils, Placards, Waterproofing, Bonds, Fossil Filters, Stamps and Fencing.
Notes:
01. Must have 12' access road to all structures.
02. Colored concrete not included unless otherwise noted.
03. Concrete washout pits supplied by others.
04. This proposal is good for 30 days, if awarded after the 30 days price may need to be adjusted.
05. Please add 2.5% if bond is required. To be paid in full. No retention held.
06. Bid is good for standard daytime work hours and does not include night-time or weekend work.
07. Concrete is compliant with AB 219.
08. Cast-in-Place hardware set by R. Dugan.
09. Bolted hardware set by others.
10. Inside grout channel by R. Dugan only.
Contract:
This proposal is good for 30 days. if awarded after 30 days prices may need to be adjusted. Should this proposal be accepted, and if our
company must pursue the collection of monies due for work performed, we shall be entitled to recover our attorneys fees and court costs.
Proposal is made from Emailed Request, based on Prevailing rates, and standard insurance (GL) of $ 5,000,000.
If this proposal results in a contract, please give us as much time (1 Week) as possible so we can schedule our crews to accommodate your needs.
Please accept this proposal for the work described above. If this is acceptable, please sign and fax back along
with the legal information, your job number and / or a Purchase Order Number.
R. Dugan Construction, Inc.
B&F Contracting, Inc
Marcos Cordova
Sign.
( 951 ) 360-7531 x 26
Date
R
D U G A N
Storm Drains & Concrete Structures
6157 Marlatt St. Mira Loma, CA 91752
SBE Certified // WBE Certified // DBE Certified
CIP STRUCTURE B
QUOTE (NOT SELECTED)
Page
1
of
5
7/23/2025
Notes:
1. Quote is subject to our standard terms, conditions, and shipping policies.
2. Payment is due at Net 30. Late Payment service charge for over 30 days will be charged at 18% APR
3. Quote is valid for 60 days from issue date to receipt of PO after 60 days quote is subject to change based off
market value of materials.
4. Sales tax not included. All applicable taxes are to be paid by purchaser
5. If owner requires items to be grouted in field contractor is responsible for materials and labor costs incurred.
6. All loads will be billed at $2,000 for each legal load out of Boulder City, NV, $5,300 for each legal load out of Sulphur
Springs, TX, $6,500 for 208" troughing out of Sulphur Springs, TX, $5,850 for each oversized load at 108" out of SS,
$22,500 for each oversized load at 208" out of SS. Total of 12 legal loads (BC), 1 legal loads (SS), 4 oversized for
troughing loads (SS), 2 oversized loads at 108" (SS), and 11 oversized loads at 208" (SS) needed for job. Customer will
only be billed for trucks used. Additional trucks will be billed at market rate.
7. Freight requested under 3 days notice may be subject to increased freight rates
8. Products will be billed at unit pricing per quotation
9. Rush orders will be priced accordingly.
10. Contractor shall be responsible for joint sealing and performance.
11. Miscellaneous items such as grout, epoxy, and hardware are not included with the structures unless a specific
line item is shown on this quote. Additional charges will apply for any extra items that are not shown on this quote.
12. Final lead time is determined at date of approved submittal.
13. Project retention is not allowed.
14. Summation of structure price is for convenience of bidding only. Structures will be billed by components per
quotation detail.
Q U O T A T I O N
Quotation 7.5.78.00
Quote Date:
7/23/2025
To:
All Bidders
Reference:
Price Road 66” Rehab (Insert Material)
Chandler, AZ
Maricopa County
Sales Manager: Nicholas Drago
From: JJohnson
84" CIP
84"-30" Polymer Manhole
19.55'
26,800
$54,580
1 PR30X2FN
30 IN X 2 IN FINISH PRO-RING
1 PR30X4G
30 IN X 4 IN GRADE PRO-RING
1 MHL8430
84 IN ECC POLYMER LID FLAT W/ 30"
ACCESS
1 MHS8424
84 IN X 2 FT POLYMER MH SECTION
1 MHS8460
84 IN X 5 FT POLYMER MH SECTION
1 MHS8472
84 IN X 6 FT POLYMER MH SECTION
1 MHS8424NB
84 IN X 2 FT POLYMER MH SECTION NO
BELL
16 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Insert MH 756004800
60" Polymer Rehab
18.68'
6,510
$13,460
1 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6036
60 IN X 3 FT POLYMER MH SECTION -
REHAB
2 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
6 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756005162
60" Polymer Rehab
17.54'
6,010
$12,460
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6024
60 IN X 2 FT POLYMER MH SECTION -
REHAB
2 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
6 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756005216
60" Polymer Rehab
9.66'
3,310
$6,940
1 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6024
60 IN X 2 FT POLYMER MH SECTION -
REHAB
2 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756009519
60" Polymer Rehab
18.51'
6,410
$13,260
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6036
60 IN X 3 FT POLYMER MH SECTION -
REHAB
2 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
6 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756020514
60" Polymer Rehab
30.25'
10,470
$21,560
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6036
60 IN X 3 FT POLYMER MH SECTION -
REHAB
5 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
12 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756023918
60" Polymer Rehab
23.30'
8,020
$16,540
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
4 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
8 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Structure
Description
Height
Weight
Price
For: All Bidders
Ref: Price Road 66” Rehab (Insert Material)
Chandler, AZ
Maricopa County
Quote Date: 7/23/2025
Page
2
of
5
7/23/2025
Quotation 7.5.78.00
Insert MH 756023919
60" Polymer Rehab
23.23'
7,970
$16,440
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
4 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
8 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
Insert MH 756023920
60" Polymer Rehab
33.42'
11,570
$23,820
1 MHGR30X2
30 IN X 2 IN POLYMER GRADE RING
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHTLC3630
36 IN CONCENTRIC POLYMER
TRANSITION LID W/ 30" ACCESS
1 RMHC6036
60 IN X 3 FT ECC POLYMER CONE - REHAB
W/ 36" ACCESS
1 RMH6024
60 IN X 2 FT POLYMER MH SECTION -
REHAB
6 RMH6048
60 IN X 4 FT POLYMER MH SECTION -
REHAB
14 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 PGROUT
POLYMER GROUT KIT
MH 01 STA 99+03.81
96"-Reduced-36" Polymer Manhole
23.05'
44,530
$88,840
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6072
60 IN X 6 FT POLYMER MH SECTION
1 MHS6060NB
60 IN X 5 FT POLYMER MH SECTION NO
BELL
1 MHTL9660
96 IN ECC POLYMER TRANSITION LID W/
60" ACCESS
1 MHB9696.133
96 IN X 8 FT POLYMER PRECAST BASE
FULL PLUS DEPTH TROUGHING
2
S206-74
3 60" Joint Gasket 60" JOINT GASKET
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 96" Joint Gasket 96" JOINT GASKET
MH 02 STA 701+21.86
96"-Reduced-36" Polymer Manhole
23.14'
44,580
$88,940
2 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6060
60 IN X 5 FT POLYMER MH SECTION
1 MHS6072NB
60 IN X 6 FT POLYMER MH SECTION NO
BELL
1 MHTLC9660
96 IN CONCENTRIC POLYMER
TRANSITION LID W/ 60" ACCESS
1 MHB9696.133
96 IN X 8 FT POLYMER PRECAST BASE
FULL PLUS DEPTH TROUGHING
2
S206-74
3 60" Joint Gasket 60" JOINT GASKET
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 96" Joint Gasket 96" JOINT GASKET
MH 03 STA 102+33.52
96"-Reduced-36" Polymer Manhole
22.79'
44,380
$88,540
1 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6072
60 IN X 6 FT POLYMER MH SECTION
1 MHS6060NB
60 IN X 5 FT POLYMER MH SECTION NO
BELL
1 MHTL9660
96 IN ECC POLYMER TRANSITION LID W/
60" ACCESS
1 MHB9696.133
96 IN X 8 FT POLYMER PRECAST BASE
FULL PLUS DEPTH TROUGHING
2
S206-74
3 60" Joint Gasket 60" JOINT GASKET
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 96" Joint Gasket 96" JOINT GASKET
MH 04 STA 200+00.00
96"-Reduced-36" Polymer Manhole
22.44'
48,400
$96,065
1 MHGR30X2
30 IN X 2 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6072
60 IN X 6 FT POLYMER MH SECTION
1 MHS6060NB
60 IN X 5 FT POLYMER MH SECTION NO
BELL
1 MHTL9660
96 IN ECC POLYMER TRANSITION LID W/
60" ACCESS
1 MHB9696.133
96 IN X 8 FT POLYMER PRECAST BASE
FULL PLUS DEPTH TROUGHING
1
S206-54L BOOT
1
S206-74
3 60" Joint Gasket 60" JOINT GASKET
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
1 96" Joint Gasket 96" JOINT GASKET
Spreader Bar
0.00'
0
$3,680
1 RMH60SPREA
DER
60" REHAB SPREADER BAR
1 Spreader Bar
Kit-48"-72"
SPREADER BAR & RIGGING
Structure
Description
Height
Weight
Price
For: All Bidders
Ref: Price Road 66” Rehab (Insert Material)
Chandler, AZ
Maricopa County
Quote Date: 7/23/2025
Page
3
of
5
7/23/2025
Quotation 7.5.78.00
Structure C Full Depth+
192" Polymer Manhole
22.62' 271,700
$561,245
1 MHL19230
192 IN ECC SPLIT POLYMER LID FLAT W/
30" ACCESS
1 MHS19272
192 IN X 6 FT POLYMER MH SECTION
1 MHS19296
192 IN X 8 FT POLYMER MH SECTION
1 MHS19296H
192 IN X 8 FT POLYMER MH SECTION W/
CORED HOLE
3
S206-74
1 MHB19215.133 192 IN X 1 FT 3 IN POLYMER PRECAST
BASE FULL PLUS DEPTH TROUGHING
72 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
3 Gasket
GASKET FOR 192" MANHOLE JOINTS
1
LABOR FOR FIELD GROUTING
1 PGROUT
POLYMER GROUT KIT
Structure D
84" Hatch Polymer Manhole
19.79'
31,140
$53,160
1
30" CITY OF CHANDLER SEWER A-1700
R&C
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6060
60 IN X 5 FT POLYMER MH SECTION
1 MHS6060NB
60 IN X 5 FT POLYMER MH SECTION NO
BELL
1 MHTL8460
84 IN ECC POLYMER TRANSITION LID W/
60" ACCESS
1 MHB8473.133
84 IN X 6 FT 1 IN POLYMER PRECAST
BASE FULL PLUS DEPTH TROUGHING
2
S206-54L BOOT
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
3 Gasket
GASKET FOR 192" MANHOLE JOINTS
2 Gasket
GASKET FOR 48" MANHOLE JOINTS
1 PGROUT
POLYMER GROUT KIT
Structure E Full Depth +
192" Polymer Manhole
22.21' 271,800
$552,735
1
30" CITY OF CHANDLER SEWER A-1700
R&C
1 MHL19230
192 IN ECC SPLIT POLYMER LID FLAT W/
30" ACCESS
1 MHS19267
192 IN X 5 FT 7 IN POLYMER MH SECTION
1 MHS19296
192 IN X 8 FT POLYMER MH SECTION
1 MHS19296H
192 IN X 8 FT POLYMER MH SECTION W/
CORED HOLE
3
S206-74
1 MHB19215.133 192 IN X 1 FT 3 IN POLYMER PRECAST
BASE FULL PLUS DEPTH TROUGHING
72 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
3 Gasket
GASKET FOR 192" MANHOLE JOINTS
1
LABOR FOR FIELD GROUTING
1 PGROUT
POLYMER GROUT KIT
Tee 756004806
48"-30" Polymer Manhole
17.40'
6,050
$12,752
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHL4830
48 IN ECC POLYMER LID FLAT W/ 30"
ACCESS
1 MHS4848
48 IN X 4 FT POLYMER MH SECTION
1 MHS4872
48 IN X 6 FT POLYMER MH SECTION
1 MHS4812NB
48 IN X 1 FT POLYMER MH SECTION NO
BELL
3 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Tee 756007414
60"-30" Polymer Manhole w/36" Tee
35.46'
14,040
$29,120
1 MHGR30X5
30 IN X 5 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
4 MHS6072
60 IN X 6 FT POLYMER MH SECTION
1 56003-TL
36 IN TEE ADAPTOR 60 IN
10 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Tee 756009377
60"-30" Polymer Manhole w/36" Tee
15.70'
5,290
$11,440
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHC6030
60 IN X 3 FT ECC POLYMER CONE W/ 30"
ACCESS
1 MHS6072
60 IN X 6 FT POLYMER MH SECTION
1 56003-TL
36 IN TEE ADAPTOR 60 IN
4 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Tee 756009378
48"-30" Polymer Manhole
20.82'
7,750
$16,325
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
2 MHGR30X6
30 IN X 6 IN POLYMER GRADE RING
1 MHL4830
48 IN ECC POLYMER LID FLAT W/ 30"
ACCESS
1 MHS4812
48 IN X 1 FT POLYMER MH SECTION
2 MHS4872
48 IN X 6 FT POLYMER MH SECTION
1 MHS4812NB
48 IN X 1 FT POLYMER MH SECTION NO
BELL
4 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Structure
Description
Height
Weight
Price
For: All Bidders
Ref: Price Road 66” Rehab (Insert Material)
Chandler, AZ
Maricopa County
Quote Date: 7/23/2025
Page
4
of
5
7/23/2025
Quotation 7.5.78.00
Tee 756011281
48"-30" Polymer Manhole
18.06'
6,250
$13,182
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHL4830
48 IN ECC POLYMER LID FLAT W/ 30"
ACCESS
1 MHS4860
48 IN X 5 FT POLYMER MH SECTION
1 MHS4872
48 IN X 6 FT POLYMER MH SECTION
1 MHS4812NB
48 IN X 1 FT POLYMER MH SECTION NO
BELL
3 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Tee 756013317
48"-30" Polymer Manhole
19.13'
6,650
$14,022
1 MHGR30X3
30 IN X 3 IN POLYMER GRADE RING
1 MHGR30X4
30 IN X 4 IN POLYMER GRADE RING
1 MHL4830
48 IN ECC POLYMER LID FLAT W/ 30"
ACCESS
2 MHS4872
48 IN X 6 FT POLYMER MH SECTION
1 MHS4812NB
48 IN X 1 FT POLYMER MH SECTION NO
BELL
3 MASJ
1.25 IN X 14 FT JOINT MASTIC ROLL
Sub-Total
$1,809,106
Freight/Delivery
$314,500
$2,123,606
Total Price for
Price Road 66” Rehab (Insert Material)
Structure
Description
Height
Weight
Price
For: All Bidders
Ref: Price Road 66” Rehab (Insert Material)
Chandler, AZ
Maricopa County
Quote Date: 7/23/2025
Page
5
of
5
7/23/2025
Quotation 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
84" CIP
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/23/2025 JoshuaJohnson
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Rim
+
1,184.91'
Outlet Invert
-
1,165.36'
Design Height =
19.55'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
16.75'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.53'
Eccentric Slab
+
0.83'
Risers
+
15.00'
Above Base
=
16.75'
Contractor Base +
2.80'
Design Height
=
19.55'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.36' 30" Ductile Iron
In 84 IN CIP Base
N/A
0°
18"
0" 30 DIP
#2
1165.36' 30" Ductile Iron
In 84 IN CIP Base
N/A
180°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
16
A
30 IN X 2 IN FINISH PRO-RING
PR30X2FN
1
B
30 IN X 4 IN GRADE PRO-RING
PR30X4G
1
C
84 IN ECC POLYMER LID FLAT W/ 30" ACCESS
MHL8430
1
6,100
D
84 IN X 2 FT POLYMER MH SECTION
MHS8424
1
3,500
E
84 IN X 5 FT POLYMER MH SECTION
MHS8460
1
6,900
F
84 IN X 6 FT POLYMER MH SECTION
MHS8472
1
8,000
G
84 IN X 2 FT POLYMER MH SECTION NO BELL
MHS8424NB
1
2,300
Totals (precast, lbs.)
7
26,800
7/23/2025
22
of
1
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756004800
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,182.65'
Outlet Invert
-
1,163.97'
Design Height =
18.68'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
15.88'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.99'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Above Base
=
15.88'
Contractor Base +
2.80'
Design Height
=
18.68'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1163.97' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1163.97' 30" Ductile Iron
In 53 IN Rehab Base
N/A
130°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
6
A
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
1
240
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 3 FT POLYMER MH SECTION - REHAB
RMH6036
1
1,100
F
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
2
2,800
Totals (precast, lbs.)
7
6,510
7/23/2025
22
of
2
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756005162
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,184.03'
Outlet Invert
-
1,166.49'
Design Height =
17.54'
Pipe Inner Dia.
-
2.46'
Pipe Wall
-
0.24'
Pour Above
-
0.17'
Above Base
=
14.67'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.78'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
10.00'
Above Base
=
14.67'
Contractor Base +
2.87'
Design Height
=
17.54'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1166.49' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
20.54"
0.85" 30 DIP
#2
1166.49' 30" Vitrified Clay
In 53 IN Rehab Base
N/A
126°
19.69"
-0.31" 30 VCP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
6
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 2 FT POLYMER MH SECTION - REHAB
RMH6024
1
700
F
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
2
2,800
Totals (precast, lbs.)
7
6,010
7/23/2025
22
of
3
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756005216
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,175.27'
Outlet Invert
-
1,165.61'
Design Height =
9.66'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
6.86'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.97'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
2.00'
Above Base
=
6.86'
Contractor Base +
2.80'
Design Height
=
9.66'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.61' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1165.61' 30" Ductile Iron
In 53 IN Rehab Base
N/A
157°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
2
A
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
1
240
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 2 FT POLYMER MH SECTION - REHAB
RMH6024
1
700
Totals (precast, lbs.)
5
3,310
7/23/2025
22
of
4
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756009519
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,182.48'
Outlet Invert
-
1,163.97'
Design Height =
18.51'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
15.71'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.82'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Above Base
=
15.71'
Contractor Base +
2.80'
Design Height
=
18.51'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1163.97' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1163.97' 30" Ductile Iron
In 53 IN Rehab Base
N/A
180°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
6
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 3 FT POLYMER MH SECTION - REHAB
RMH6036
1
1,100
F
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
2
2,800
Totals (precast, lbs.)
7
6,410
7/23/2025
22
of
5
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756020514
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,195.71'
Outlet Invert
-
1,165.46'
Design Height =
30.25'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
27.45'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.56'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
23.00'
Above Base
=
27.45'
Contractor Base +
2.80'
Design Height
=
30.25'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.46' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1165.46' 30" Ductile Iron
In 53 IN Rehab Base
N/A
157°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
12
A
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
B
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
C
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
D
60 IN X 3 FT POLYMER MH SECTION - REHAB
RMH6036
1
1,100
E
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
5
7,000
Totals (precast, lbs.)
9
10,470
7/23/2025
22
of
6
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756023918
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,188.85'
Outlet Invert
-
1,165.55'
Design Height =
23.30'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
20.50'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.61'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
16.00'
Above Base
=
20.50'
Contractor Base +
2.80'
Design Height
=
23.30'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.55' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1165.55' 30" Ductile Iron
In 53 IN Rehab Base
N/A
144°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
8
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
4
5,600
Totals (precast, lbs.)
8
8,020
7/23/2025
22
of
7
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756023919
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,188.74'
Outlet Invert
-
1,165.51'
Design Height =
23.23'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
20.43'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.54'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
16.00'
Above Base
=
20.43'
Contractor Base +
2.80'
Design Height
=
23.23'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.51' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1165.51' 30" Ductile Iron
In 53 IN Rehab Base
N/A
202°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
8
A
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
B
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
C
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
D
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
4
5,600
Totals (precast, lbs.)
7
7,970
7/23/2025
22
of
8
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Insert MH 756023920
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes:
Design Build Height
Top of Casting
+
1,198.58'
Outlet Invert
-
1,165.16'
Design Height =
33.42'
Pipe Inner Dia.
-
2.60'
Pipe Wall
-
0.03'
Pour Above
-
0.17'
Above Base
=
30.62'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.73'
Concentric Slab +
0.50'
Eccentric Cone
+
3.00'
Risers
+
26.00'
Above Base
=
30.62'
Contractor Base +
2.80'
Design Height
=
33.42'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.16' 30" Ductile Iron
In 53 IN Rehab Base
N/A
0°
18"
0" 30 DIP
#2
1165.16' 30" Ductile Iron
In 53 IN Rehab Base
N/A
203°
18"
0" 30 DIP
ID
Description
Part Number
Qty.
Weight
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
14
A
30 IN X 2 IN POLYMER GRADE RING
MHGR30X2
1
100
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
C
36 IN CONCENTRIC POLYMER TRANSITION LID W/ 30" ACCESS
MHTLC3630
1
490
D
60 IN X 3 FT ECC POLYMER CONE - REHAB W/ 36" ACCESS
RMHC6036
1
1,600
E
60 IN X 2 FT POLYMER MH SECTION - REHAB
RMH6024
1
700
F
60 IN X 4 FT POLYMER MH SECTION - REHAB
RMH6048
6
8,400
Totals (precast, lbs.)
11
11,570
7/23/2025
22
of
9
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
MH 01 STA 99+03.81
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
FULL DEPTH PLUS 6" TROUGHING
Reduction:
Notes:
Design Build Height
Rim
+
1,187.26'
Outlet Invert
-
1,164.21'
Design Height =
23.05'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.80'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Eccentric Slab
+
0.92'
Base Gain
+
6.95'
Design Height
=
23.05'
Floor Thickness +
1.05'
Outside Height =
24.10'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1164.21' 66 HOBAS
S206-74
74" Ø (84.49" w
0°
45"
14"
#2
1164.21' 66 HOBAS
S206-74
74" Ø (84.49" w
127°
45"
14"
ID
Description
Part Number
Qty.
Weight
60" JOINT GASKET
60" Joint Gaske
3
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
96" JOINT GASKET
96" Joint Gaske
1
A
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
B
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
1
240
C
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
D
60 IN X 6 FT POLYMER MH SECTION
MHS6072
1
2,900
E
60 IN X 5 FT POLYMER MH SECTION NO BELL
MHS6060NB
1
2,000
F
96 IN ECC POLYMER TRANSITION LID W/ 60" ACCESS
MHTL9660
1
6,300
G
96 IN X 8 FT POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB9696.133
1
30,700
Totals (precast, lbs.)
7
44,530
7/23/2025
22
of
10
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
MH 02 STA 701+21.86
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
FULL DEPTH PLUS 6" TROUGHING
Reduction:
Notes:
Design Build Height
Rim
+
1,187.32'
Outlet Invert
-
1,164.18'
Design Height =
23.14'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.89'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Concentric Slab +
0.92'
Base Gain
+
6.95'
Design Height
=
23.14'
Floor Thickness +
1.05'
Outside Height =
24.19'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1164.18' 66 HOBAS
S206-74
74" Ø (84.49" w
0°
45"
14"
#2
1164.18' 66 HOBAS
S206-74
74" Ø (84.49" w
143°
45"
14"
ID
Description
Part Number
Qty.
Weight
60" JOINT GASKET
60" Joint Gaske
3
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
96" JOINT GASKET
96" Joint Gaske
1
A
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
2
480
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 5 FT POLYMER MH SECTION
MHS6060
1
2,500
D
60 IN X 6 FT POLYMER MH SECTION NO BELL
MHS6072NB
1
2,400
E
96 IN CONCENTRIC POLYMER TRANSITION LID W/ 60" ACCESS
MHTLC9660
1
6,300
F
96 IN X 8 FT POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB9696.133
1
30,700
Totals (precast, lbs.)
7
44,580
7/23/2025
22
of
11
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
MH 03 STA 102+33.52
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
FULL DEPTH PLUS 6" TROUGHING
Reduction:
Notes:
Design Build Height
Rim
+
1,187.23'
Outlet Invert
-
1,164.44'
Design Height =
22.79'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.54'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Eccentric Slab
+
0.92'
Base Gain
+
6.95'
Design Height
=
22.79'
Floor Thickness +
1.05'
Outside Height =
23.84'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1164.44' 66 HOBAS
S206-74
74" Ø (84.49" w
0°
45"
14"
#2
1164.44' 66 HOBAS
S206-74
74" Ø (84.49" w
120°
45"
14"
ID
Description
Part Number
Qty.
Weight
60" JOINT GASKET
60" Joint Gaske
3
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
96" JOINT GASKET
96" Joint Gaske
1
A
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
1
280
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 6 FT POLYMER MH SECTION
MHS6072
1
2,900
D
60 IN X 5 FT POLYMER MH SECTION NO BELL
MHS6060NB
1
2,000
E
96 IN ECC POLYMER TRANSITION LID W/ 60" ACCESS
MHTL9660
1
6,300
F
96 IN X 8 FT POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB9696.133
1
30,700
Totals (precast, lbs.)
6
44,380
7/23/2025
22
of
12
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
MH 04 STA 200+00.00
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
FULL DEPTH PLUS 6" TROUGHING
Reduction:
Notes: Verify Opening #1 hole size that its correct for 50.8"
O.D.
Design Build Height
Rim
+
1,187.64'
Outlet Invert
-
1,165.20'
Design Height =
22.44'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.19'
Eccentric Cone
+
3.00'
Risers
+
11.00'
Eccentric Slab
+
0.92'
Base Gain
+
6.95'
Design Height
=
22.44'
Floor Thickness +
1.05'
Outside Height =
23.49'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.20' 48" PVC Sdr 35
S206-54L Boot
54" Ø
0°
36.65"
32.35" 48 Sdr35
#2
1165.20' 66 HOBAS
S206-74
74" Ø (84.49" w
175°
45"
14"
ID
Description
Part Number
Qty.
Weight
60" JOINT GASKET
60" Joint Gaske
3
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
96" JOINT GASKET
96" Joint Gaske
1
A
30 IN X 2 IN POLYMER GRADE RING
MHGR30X2
1
100
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 6 FT POLYMER MH SECTION
MHS6072
1
2,900
D
60 IN X 5 FT POLYMER MH SECTION NO BELL
MHS6060NB
1
2,000
E
96 IN ECC POLYMER TRANSITION LID W/ 60" ACCESS
MHTL9660
1
6,300
F
96 IN X 8 FT POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB9696.133
1
34,900
Totals (precast, lbs.)
6
48,400
7/23/2025
22
of
13
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Structure C Full Depth+
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler Sewer A-1700 R&C By
Others
Channel:
FULL DEPTH PLUS 4" TROUGHING
Reduction:
Notes: Stop log storage racks supplied and installed by others.
Design Build Height
Rim
+
1,187.74'
Outlet Invert
-
1,165.12'
Design Height =
22.62'
Stack Build Height
Eccentric Slab
+
1.00'
Risers
+
14.00'
Last Riser Gain
+
7.62'
Design Height
=
22.62'
Floor Thickness +
1.63'
Outside Height =
24.25'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.12' 66 HOBAS
S206-74
74" Ø (75.97" w
0°
37"
22"
#2
1187.75' 21x84 Hole Box
Mortar
88"Wx24"H Bo
180°
6"
0"
#3
1187.75' 84x21 Hole Box
Mortar
26"Wx88"H Bo
180°
6"
0"
#4
1187.75' 80x36 Hole Box
Mortar
40"Wx84"H Bo
90°
6"
0"
#5
1165.12' 66 HOBAS
S206-74
74" Ø (75.97" w
180°
37"
22"
#6
1165.12' 66 HOBAS
S206-74
74" Ø (75.97" w
270°
37"
22"
ID
Description
Part Number
Qty.
Weight
GASKET FOR 192" MANHOLE JOINTS
Gasket
3
LABOR FOR FIELD GROUTING
1
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
72
A
192 IN ECC SPLIT POLYMER LID FLAT W/ 30" ACCESS
MHL19230
1
30,400
B
192 IN X 6 FT POLYMER MH SECTION
MHS19272
1
31,600
C
192 IN X 8 FT POLYMER MH SECTION
MHS19296
1
40,600
D
192 IN X 8 FT POLYMER MH SECTION W/ CORED HOLE
MHS19296H
1
31,700
E
192 IN X 1 FT 3 IN POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB19215.133
1
137,400
Totals (precast, lbs.)
5
271,700
7/23/2025
22
of
14
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Structure D
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler Sewer A-1700 R&C
Channel:
FULL DEPTH PLUS 4" TROUGHING
Reduction:
Notes:
Design Build Height
Rim
+
1,188.71'
Outlet Invert
-
1,168.92'
Design Height =
19.79'
Stack Build Height
Ring
+
0.50'
Adjustment
+
0.29'
Eccentric Cone
+
3.00'
Risers
+
10.00'
Eccentric Slab
+
0.83'
Base Gain
+
5.17'
Design Height
=
19.79'
Floor Thickness +
0.92'
Outside Height =
20.71'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1168.92' 48" HOBAS
S206-54L Boot
54" Ø
0°
35"
11" 48 HOBAS
#2
1168.92' 48" HOBAS
S206-54L Boot
54" Ø
150°
35"
11" 48 HOBAS
ID
Description
Part Number
Qty.
Weight
GASKET FOR 192" MANHOLE JOINTS
Gasket
3
GASKET FOR 48" MANHOLE JOINTS
Gasket
2
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 5 FT POLYMER MH SECTION
MHS6060
1
2,500
D
60 IN X 5 FT POLYMER MH SECTION NO BELL
MHS6060NB
1
2,000
E
84 IN ECC POLYMER TRANSITION LID W/ 60" ACCESS
MHTL8460
1
4,300
F
84 IN X 6 FT 1 IN POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB8473.133
1
20,000
Totals (precast, lbs.)
6
31,140
7/23/2025
22
of
15
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Structure E Full Depth +
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/16/2025 JoshuaJohnson
Ship Date:
Ring:
30" City of Chandler Sewer A-1700 R&C
Channel:
FULL DEPTH PLUS 4" TROUGHING
Reduction:
Notes:
Design Build Height
Rim
+
1,187.27'
Outlet Invert
-
1,165.06'
Design Height =
22.21'
Stack Build Height
Adjustment
+
0.01'
Eccentric Slab
+
1.00'
Risers
+
13.58'
Last Riser Gain
+
7.62'
Design Height
=
22.21'
Floor Thickness +
1.63'
Outside Height =
23.84'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.06' 66 FRP (Fiberglass)
S206-74
74" Ø (75.97" w
0°
37.75"
21.25" 66 FRP
#2
1187.00' 30"
Mortar
40" Ø in Lid
180°
6"
0"
#3
1187.00' 30"
Mortar
40" Ø in Lid
180°
6"
0"
#4
1187.00' 36"x80" Hole Box
Mortar
84"Wx40"H Bo
30°
6"
0"
#5
1165.06' 66 HOBAS
S206-74
74" Ø (75.97" w
162°
37"
22"
#6
1165.06' 66 HOBAS
S206-74
74" Ø (75.97" w
223°
37"
22"
ID
Description
Part Number
Qty.
Weight
GASKET FOR 192" MANHOLE JOINTS
Gasket
3
LABOR FOR FIELD GROUTING
1
POLYMER GROUT KIT
PGROUT
1
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
72
A
192 IN ECC SPLIT POLYMER LID FLAT W/ 30" ACCESS
MHL19230
1
33,400
B
192 IN X 5 FT 7 IN POLYMER MH SECTION
MHS19267
1
28,300
C
192 IN X 8 FT POLYMER MH SECTION
MHS19296
1
40,600
D
192 IN X 8 FT POLYMER MH SECTION W/ CORED HOLE
MHS19296H
1
31,700
E
192 IN X 1 FT 3 IN POLYMER PRECAST BASE FULL PLUS DEPTH TROUGHING
MHB19215.133
1
137,800
Totals (precast, lbs.)
5
271,800
7/23/2025
22
of
16
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756004806
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,183.41'
Outlet Invert
-
1,166.01'
Design Height =
17.40'
Pipe Inner Dia.
-
4.00'
Pipe Wall
-
0.42'
Pour Above
-
0.17'
Above Base
=
12.82'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.93'
Eccentric Slab
+
0.50'
Risers
+
11.00'
Above Base
=
12.82'
Contractor Base +
4.58'
Design Height
=
17.40'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1166.01' 48" RCP B
In 48 IN CIP Base
N/A
0°
31"
-6" 48 RCP(B)
#2
1166.01' 48" RCP B
In 48 IN CIP Base
N/A
180°
31"
-6" 48 RCP(B)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
3
A
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
B
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
1
240
C
48 IN ECC POLYMER LID FLAT W/ 30" ACCESS
MHL4830
1
1,200
D
48 IN X 4 FT POLYMER MH SECTION
MHS4848
1
1,700
E
48 IN X 6 FT POLYMER MH SECTION
MHS4872
1
2,400
F
48 IN X 1 FT POLYMER MH SECTION NO BELL
MHS4812NB
1
320
Totals (precast, lbs.)
6
6,050
7/23/2025
22
of
17
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756007414
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE IS A MANHOLE TEE
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,199.65'
Outlet Invert
-
1,164.19'
Design Height =
35.46'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.47'
Eccentric Cone
+
3.00'
Risers
+
24.00'
Concentric Slab +
0.50'
Tee Height
+
1.00'
Above Crown
=
29.36'
Pipe ID & Wall
+
6.10'
Design Height
=
35.46'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1164.19' 66" RCP C
In 36 IN TEE
N/A
0°
40.25"
10.25" 66 RCP(C)
#2
1164.19' 66" RCP C
In 36 IN TEE
N/A
173°
40.25"
10.25" 66 RCP(C)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
10
A
30 IN X 5 IN POLYMER GRADE RING
MHGR30X5
1
240
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 6 FT POLYMER MH SECTION
MHS6072
4
11,600
D
36 IN TEE ADAPTOR 60 IN
56003-TL
1
Totals (precast, lbs.)
7
14,040
7/23/2025
22
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18
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756009377
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE IS A MANHOLE TEE
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,182.02'
Outlet Invert
-
1,166.32'
Design Height =
15.70'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.40'
Eccentric Cone
+
3.00'
Risers
+
6.00'
Concentric Slab +
0.50'
Tee Height
+
1.00'
Above Crown
=
11.28'
Pipe ID & Wall
+
4.42'
Design Height
=
15.70'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1166.32' 48" RCP B
In 36 IN TEE
N/A
0°
29"
4" 48 RCP(B)
#2
1166.32' 48" RCP B
In 36 IN TEE
N/A
180°
29"
4" 48 RCP(B)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
4
A
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
B
60 IN X 3 FT ECC POLYMER CONE W/ 30" ACCESS
MHC6030
1
2,200
C
60 IN X 6 FT POLYMER MH SECTION
MHS6072
1
2,900
D
36 IN TEE ADAPTOR 60 IN
56003-TL
1
Totals (precast, lbs.)
4
5,290
7/23/2025
22
of
19
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756009378
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,186.19'
Outlet Invert
-
1,165.37'
Design Height =
20.82'
To Highest Pipe -
0.03'
Pipe Inner Dia.
-
4.00'
Pipe Wall
-
0.42'
Pour Above
-
0.17'
Above Base
=
16.21'
Stack Build Height
Ring
+
0.39'
Adjustment
+
1.32'
Eccentric Slab
+
0.50'
Risers
+
14.00'
Above Base
=
16.21'
Contractor Base +
4.61'
Design Height
=
20.82'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.37' 48" RCP B
In 48 IN CIP Base
N/A
0°
31"
-5.64" 48 RCP(B)
#2
1165.40' 48" RCP B
In 48 IN CIP Base
N/A
180°
31.36"
-6" 48 RCP(B)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
4
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 6 IN POLYMER GRADE RING
MHGR30X6
2
560
C
48 IN ECC POLYMER LID FLAT W/ 30" ACCESS
MHL4830
1
1,200
D
48 IN X 1 FT POLYMER MH SECTION
MHS4812
1
730
E
48 IN X 6 FT POLYMER MH SECTION
MHS4872
2
4,800
F
48 IN X 1 FT POLYMER MH SECTION NO BELL
MHS4812NB
1
320
Totals (precast, lbs.)
8
7,750
7/23/2025
22
of
20
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756011281
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,183.89'
Outlet Invert
-
1,165.83'
Design Height =
18.06'
Pipe Inner Dia.
-
4.00'
Pipe Wall
-
0.42'
Pour Above
-
0.17'
Above Base
=
13.48'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.59'
Eccentric Slab
+
0.50'
Risers
+
12.00'
Above Base
=
13.48'
Contractor Base +
4.58'
Design Height
=
18.06'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.83' 48" RCP B
In 48 IN CIP Base
N/A
0°
31"
-6" 48 RCP(B)
#2
1165.83' 48" RCP B
In 48 IN CIP Base
N/A
190°
31"
-6" 48 RCP(B)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
3
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
C
48 IN ECC POLYMER LID FLAT W/ 30" ACCESS
MHL4830
1
1,200
D
48 IN X 5 FT POLYMER MH SECTION
MHS4860
1
2,000
E
48 IN X 6 FT POLYMER MH SECTION
MHS4872
1
2,400
F
48 IN X 1 FT POLYMER MH SECTION NO BELL
MHS4812NB
1
320
Totals (precast, lbs.)
6
6,250
7/23/2025
22
of
21
Page
Submittal 7.5.78.00
Elevation (View A-A)
Openings
Plan View
BOM For Stack
APPROVED BY: ______________________________
Structure:
Tee 756013317
Job Number:
AZ2402
Job Name:
Price Road 66” Rehab (Insert Material)
Job Location:
Chandler, AZ
Maricopa County
Contractor:
All Bidders
Agency:
Engineer:
Based on:
Take Off By:
7/17/2025 PMcRae
Ship Date:
Ring:
30" City of Chandler CAP R&C By Others
Channel:
BASE POURED IN FIELD BY CONTRACTOR
Reduction:
Notes: Confirm structure design
Design Build Height
Rim
+
1,184.78'
Outlet Invert
-
1,165.65'
Design Height =
19.13'
To Highest Pipe -
0.03'
Pipe Inner Dia.
-
4.00'
Pipe Wall
-
0.42'
Pour Above
-
0.17'
Above Base
=
14.52'
Stack Build Height
Ring
+
0.39'
Adjustment
+
0.63'
Eccentric Slab
+
0.50'
Risers
+
13.00'
Above Base
=
14.52'
Contractor Base +
4.61'
Design Height
=
19.13'
ID
Invert
Pipe Size
Connector
Hole Size
Angle
To CL
Top to Top
Hole Former
#1
1165.65' 48" RCP B
In 48 IN CIP Base
N/A
0°
31"
-5.64" 48 RCP(B)
#2
1165.68' 48" RCP B
In 48 IN CIP Base
N/A
180°
31.36"
-6" 48 RCP(B)
ID
Description
Part Number
Qty.
Weight
1.25 IN X 14 FT JOINT MASTIC ROLL
MASJ
3
A
30 IN X 3 IN POLYMER GRADE RING
MHGR30X3
1
140
B
30 IN X 4 IN POLYMER GRADE RING
MHGR30X4
1
190
C
48 IN ECC POLYMER LID FLAT W/ 30" ACCESS
MHL4830
1
1,200
D
48 IN X 6 FT POLYMER MH SECTION
MHS4872
2
4,800
E
48 IN X 1 FT POLYMER MH SECTION NO BELL
MHS4812NB
1
320
Totals (precast, lbs.)
6
6,650
7/23/2025
22
of
22
Page
Submittal 7.5.78.00
To:
Travis Monk
Proposal #
1800-11-02
Company:
B&F Contracting
Proposal Date:
07/18/25
Project Name
Chandler 66
Phone:
602-326-9282
Project Address:
Chandler AZ
Email
Tmonk@bfcontracting.com
UNITS
LABOR and MATERIAL
102,870.00
$
90,000.00
$
192,870.00
$
*Included in this Proposal
(1) All labor and equipment necessary. (2) ArmorLok Certified PVC welding Technicians.
(3) Unlimited access to work area. (4) Typical ventilation (5) Top man and confined space restrictions
(6) must be clean and dry
* Excluded from this Proposal
(1)Traffic control. (2) Inspection (3) Exterior water proofing. (4) Sewer bypass and/or plugs.
(5) Damage caused to liner due to operations of other trades. (6) Spray coatings.
(7) Permits, Bonds, Liquidated Damages. (8) Dewatering
Sonco Construction, Inc.
Prime Contractor
By:
Richard Chico
By:
Date:
Date:
PROPOSAL
Furnish and install ArmorLok PVC Liner,
to new Junction structure.
DESCRIPTION
UNIT PRICE
4927 Toronto Ave
Fontana CA 92336
(909) 223-1280 / (909) 260-4749
license #911666 / dir #1000024656
Junction Structure B
Install Armorlok Liner to wall, Deck and around
all Pipe ends. Weld all seam and spark test.
Install Armorlok Shieldlok system to all
Approx: 3810 sqft
Approx:1200 sqft
PAYMENT CONDITIONS
BILLING TURNED IN BY THE 25th OF EACH MONTH WILL BE PAID BY THE 10th DAY OF THE FOLLOWING MONTH
grout fill. Weld all seams and sparktest.
SIGNATURE OF THIS DOCUMENT IS TO BE CONSIDERED ACCEPTANCE OF THESE TERMS AND AN AUTHORIZATION TO PROCEED.
THIS PROPOSAL MAY BE SUBJECT TO CHANGE OR CANCELLATION IF NOT ACCEPTED WITHIN 30 DAYS.
Quote Number:
Q10018482-2
Created On:
7/17/2025
Quote Expires On:
8/16/2025
Project:
COC- CMAR 66" Sewer
Account:
B & F Contracting Inc
Project Address:
Account Number:
40032
S Price Rd & 202 South
Chandler, AZ 85224
Contact:
Wes Johnston
Estimated Start Date:
9/1/2025
E-mail:
wesley.johnston@bfcontracting.com
Project End Date:
4/1/2026
Phone:
480-489-9893
Customer Service:
Sales Office Address: PO Box 741805 Kilgore Companies
Los Angeles, CA 90074-1805
MATERIAL PRICING
Item Code
Description
Quantity
Unit Price
PHCLSM
1/2 SACK ABC SLURRY (COP)
5,400 CY
$97.00
-Escalator of $2.00 effective 10/1/2025 recurring every 12 months
--
13004
MAG-A 3000 PSI
60 CY
$136.00
-Escalator of $4.00 effective 10/1/2025 recurring every 12 months
--
14004
MAG-AA 4000 PSI, 1" ROCK
30 CY
$142.00
-Escalator of $4.00 effective 10/1/2025 recurring every 12 months
--
50020
2000 PSI GROUT W/ASH, ASTM 476
210 CY
$151.00
-Escalator of $4.00 effective 10/1/2025 recurring every 12 months
--
SUNDRIES AND SURCHARGES
Item
Comments
Price
Unit
Fuel Surcharge RMX
$35.00
EA
WEEKEND TRUCK TIME
$50.00
HRS
ENVIRONMENTAL CHARGE
$25.00
EA
Load Size: 0.00 > 6.00
$200.00
CY
Additional Products & Services
Hot Water
$2.50
PCY
Recover per 1/2 hour
$4.00
OZ
Micro Fiber
$7.50
PCY
Color Wash Out
$25.00
EA
Nitrogen Cooling
$9.50
GAL
Non-Chloride Accerator (per 1%)
$0.00
GAL
Macro Fiber (Structural)
$7.00
PCY
Color Seal
$0.00
PCY
Chilled Water
$2.50
PCY
Respectfully,
Arizona Materials
Sales Rep: Randy Schmolke
Phone: 602-342-6595
Email: rschmolk@summit-materials.com
Customer Acceptance
Signed by:
Date:
__Taxable __Tax Exempt (Attach Certificate)
READY-MIX (SELECTED AS LOWEST)
PROJECT NAME
JOB / P. O. NUMBER
QUOTE DATE
66"- REDUNDANT SEWER PH II
83734 /
7/17/2025 2:12:25 PM
PROJECT LOCATION
BID DATE
PRICE RD AND LOOP 202 CHANDLER, AZ
March 24, 2025
PROJECT START DATE
CUSTOMER
B & F CONTRACTING INC
July 14, 2025
CONTACT
TRAVIS MONK
QUOTE EXPIRATION DATE
TMONK@BFCONTRACTING.COM
March 31, 2026
**See Price Escalators**
STREET ADDRESS
11011 N 23RD AVE
CITY, STATE, ZIP
PHOENIX, AZ 85029-4828
CUSTOMER NO.
992678
4129 E Van Buren St, Suite 200
Phoenix, AZ 85008
(602) 685-3400
QUOTE NUMBER: 155376
SALES REP: Villegas, Raul
(480) 298-0157
Raul.Villegas@MartinMarietta.com
PRODUCT CODE
MATERIAL DESCRIPTION
UOM
USAGE
SLUMP
QTY
PRICE
PHCLSM
1/2 SACK ABC SLURRY (PHCLSM1/2)
CY
SLURRY
7-11
5400
$104.00
2303141
MAG A, 1"
CY
SITE WORK
3-5
60
$140.00
2403141
MAG AA, 1"
CY
SITE WORK
3-5
22
$145.00
422033A
2000 PSI-F, 30% 3/8" GROUT (ASTM C-476)
CY
GROUT
8-11
210
$149.00
ADDITIONAL COMMENTS
PRICES DO NOT INCLUDE TAX
ESCALATION NOTES:
CUBIC YARD PRICE INCREASE: 1/1/2026 $8.00
Add:
Add Miscellaneous Extra Charges:
$10.00 Per Load Transportation Surcharge - Add to Above Pricing
$8.00
Per Cubic Yard per each 1% Non Chloride Accelerator (available in 0.25% increments)
$1.00 Per Cubic Yard Environmental Fee - Add to Above Pricing
$3.00
Per Cubic Yard per Each 30 Minute Increment of Hydration Stabilizer (Retarder)
$1.00 Per Cubic Yard Tempered Water Service Fee
$7.00
Per Cubic Yard Mono/Micro Fiber (1LB per Cubic Yard)
$10.00 Per Cubic Yard Saturday Premium Charge
$4.00
Per Pound of Color per Sack of Cement per Cubic Yard
$50.00
Color Washout Fee per Load
$250.00
Per Load Short Load Delivery Fee (Orders of 6 CYs or Less)
$2.00
Per Minute of Wait Time per Load After 45 Minutes (on job standby)
$5.00
Per Gallon Nitro (3 gallons is equivalent to 20 LBs. of ice) Call for Availability
$0.75
Per Pound Ice
$8.00
Per Cubic Yard Cancellation Fee within 24 Hours of Scheduled Start Time ($200 minimum fee)
$100.00
Per Load Multi-Stop Delivery Fee (per stop)
Above pricing is valid for 30 days from quote date, written quote acceptance is required to hold pricing beyond 30 days.
Prices are FOB job site unless noted otherwise and do not include taxes. Sales Tax owed unless exempt documentation is received before the first pour.
See item 7. TERMS: NET 30 DAYS. If not paid when due, Applicant agrees to pay interest charges at the rate of 1.5% per month or the maximum lawful rate, whichever is lower,
and Seller's reasonable costs of collection, including reasonable attorneys’ fees.
Signature:_______________________________________________________
Quote Date: 7/17/2025
Accepted by: __________________________________________
Please Note
All concrete as bid is per 90 minute max delivery and 95 degree max concrete temperature unless noted otherwise. All Concrete as Bid contains Type F Ash and normal weight aggregate unless specifically
noted. All concrete pricing above is valid from Monday thru Friday during normal business hours unless noted otherwise. Aggregates are a naturally occurring material which can contain particles that
degrade or stain concrete. It is not possible to completely remove all such particles; however, the occurrence is infrequent, and the bulk aggregate meets the Limits for Deleterious Substances and Physical
Property Requirements of Coarse Aggregate for Concrete as outlined in ASTM C 33. Martin Marietta does not warranty against these infrequent occurrences.
Minimum amount of standard concrete for deliveries is 2 cubic yards, specialty concrete is 4 cubic yards. Buyer is responsible for safe access to work area and wash out containment area for all deliveries.
READY-MIX (SELECTED AS ALTERNATE)
DESERT READY MIX
READY MIX CONCRETE SALES AND SERVICE
4011 PRESIDO STREET
MESA, AZ 85215
OFFICE: 480-428-2280 FAX: 480-985-4248
* E – Environmental | S – Saturday Fee | F – Fuel Surcharge
Begin Date:
February 19, 2025
Quote # :
25967
Expiration Date:
December 31, 2025
MAP/GRID
Item Code
Item Description
Est. Qty
Price
S500501
PHCLSM.5 (1/2 SK SLURRY COP)
5,400
$108.00
SRP104
1/2SK MAG CLSM
$108.00
TC
TEMPERATURE CONTROL
$1.00
A203001
MAG A 3000 PSI W/ASH
60
$140.00
A204001
MAG AA 4000 PSI W/ASH
22
$148.00
G402061
2000 PSI GROUT
210
$165.00
AG010003 DELIVERED MAG SPEC ABC (NON-LIME)
15,000
$20.00
AG020003 DELIVERED CONCRETE SAND
200
$25.00
AG040002 DELIVERED 3/8 REJECT BEDDING CHIPS ***IF AVAILABLE***
1,000
$18.00
AG040001 DELIVERED
#8 (3/8 CONCRETE ROCK)
$23.25
Ready Mix Additional Fees Ready Mix Minimum Load Fee
Quoted By:
JUSTIN DAWSON
Customer:
B & F CONTRACTING INC
Customer Code:
BFCO001
Address:
11011 N 23RD AVE
PHOENIX, AZ 85029
Contact:
NANCY A/P
Phone:
623-582-1170 O
Fax:
Project:
CITY OF CHANDLER CMAR 66-INCH REDUNDANT
Job Address:
PRICE ROAD & LOOP 202
Terms Description:
2% 10TH NET 30
Fee ID *
UOM
Price
E01
cy
3.25
FSC
LOAD
TBD
Less than or equal to
UOM
Price
2
Load
0
3.5
Load
0
5.5
Load
0
•
Normal operating hours are Mon-Fri, Sat, Sun or Holidays are subject to surcharges.
•
Color added at no expressed guarantee.
•
Drivers do not accept cash or make change.
•
Desert Ready Mix reserves the right to increase prices due to RAW Material cost increases
such as Cement, Fly Ash, Aggregates or unexpected Fuel increases.
•
All specialized aggregate sales are based on availability.
•
Deliveries less than 6 Cubic yards are subject to our minimum load charges.
•
This quote does not guarantee product or service availability
•
All Aggregates and Concrete loads have an additional fuel surcharge.
READY-MIX (NOT SELECTED)
SIZE
(DN)
PIPE
LENGTH
UNIT
PRICE
TOTAL
in
LF
USD $
USD $
640
LF
66"
0 PSI
Flush Reline*
20'
383.00
$
245,120
$
960
LF
66"
25 PSI
Coupling*
20'
330.00
$
316,800
$
220
LF
48"
25 PSI
Coupling*
20'
186.00
$
340,800
$
42
EA
48"-66"
2,800.00
$
117,600
$
Hobas Package Total:
1,020,320
$
Remarks:
Additional Information:
1.
2.
3.
4.
5.
6.
7.
8.
9. The enclosed HOBAS General Terms are hereby incroporated and expressly apply to this quotation.
COMPANY: __________________________________
Stephen Alston - Area Manager
BY: _______________________________________
Cell Phone (801) 888-2772
TITLE:_______________________________________
Quotation Approved by:
N/A
TYPE OF JOINT
Terms: Net 30 days from date of invoice, subject to credit approval. Payments to be made via ACH. Payment bonds required on all public jobs. Private jobs without payment bonds
will be required to pay 50% upfront with balance due in 30 days or provide a "Standby Letter of Credit".
Prior to agreeing to a delivery start date and delivery rate, HOBAS requires a signed quotation or acceptable purchase order, receipt of approved submittal, and payment bond
information.
General Terms in the next pages
HOBAS manufactures its pipe products to the specifications provided by the engineer and/or project owner and warrants them to be in line with such specifications as set forth in the
attached General Terms, unless stated herein or any accompanying documentation.
HOBAS cannot be responsible for and makes no warranties or representations as to the selection of a suitable pipe design for any specific job and/or methods used in installation of
the pipe products.
Freight Terms: F.O.B. above referenced Jobsite full freight quantities, with unloading by others (Incoterms 2020).
ACCEPTANCE
Subject to being awarded the above referenced project we
hereby order the outlined pipe products.
For information concerning this quote
contact
To optimize shipments, pipe diameters 51" thru 60" ship on steel racks & must ship in multiples of 10 loads over a 10 day time period. Contractor must store & reload racks for return
to yard for prices quoted to be valid. If contractor does not wish to do this, alternate, increase freight rates are available.
FIBERGLASS PIPE
To assist you in preparing your bid for the above referenced project, we are pleased to offer you the following prices for your consideration:
Gravity Sewer
N/A
CLASS
(PN)
PSI
STIFFNESS
(SN)
PSI
Owner:
Type of Job:
Agent:
FIBERGLASS PIPE PRODUCTS SUPPLY-QUOTE
Quote Number:
Chandler 66" Redundant Sewer CMAR
Q25-100-Rev.02
7/16/2025
Date of Quote:
Project Name:
Jobsite Location:
Bid Date:
Hobas Pipe USA, Inc.
1413 E. Richey Road
Houston, Texas 77073
+1 (800) 856-7473
Chandler, Arizona
City of Chandler
UNIT
QUANTITY
71 PSI
46 PSI
** Freight Costs Shown Are Based on Rates at Bid Time, and on Quantities Shown. Buyer Will pay
Actual Freight Invoice Amounts. Any Increase or Decrease in the freight is for Account of the Buyer.
46 PSI
Freight Per Truck (Houston to Above Jobsite)**
* No Freight Included - See Separate Freight Rates Above
Applicable sales taxes are to be added to the net amount of the quoted prices on transactions which are not exempt. Buyer is responsible for all applicable taxes.
The prices quoted above are firm for acceptance within 30 days of latest quote date. Final prices are valid for 1 year after receipt of Order Confirmation.
Line Item quanitites are based on available information, if it differs use Unit Pricing
fdgfgfgfgfgff
B&F CONTRACTING, INC
11011 N. 23RD AVENUE
PHOENIX, AZ 85029
Fullerform Systems Inc.
24 East Pioneer St.
PHOENIX, AZ 85040
Phone (602) 268-5701
EXPIRATION DATE
PAGE NO.
Quotation
QUOTE NUMBER
S100052097
03/30/2025
1 of 1
Fullerform Systems Inc.
24 East Pioneer St.
PHOENIX, AZ 85040
Phone (602) 268-5701
CUSTOMER NUMBER
CUSTOMER PO NUMBER
JOB NAME / RELEASE NUMBER
SALESPERSON
WRITER
SHIP VIA
TERMS
SHIP DATE
FREIGHT ALLOWED
BRYCE YNCERA
02/28/2025
JJ PARKINSON
1% disc 20 days, Net 30
129
City of Chandler Redundant Sew
ORDER QTY
DESCRIPTION
UNIT PRICE
EXT PRICE
QUOTE TO:
B&F CONTRACTING, INC
11011 N. 23RD AVENUE
PHOENIX, AZ 85029
SHIP TO:
No
Project: City of Chandler
Redundant Sewer
Spec: City of Chandler
Bid Date: 7/18/2025
Pricing Valid: 30 Days
48" Heavy Wall Sewer Pipe
-----------------------------------
48" PS115 SDR26 PVC
Non Return / Non Cancellable
224ea
344.681/ea
77208.52
3DT-GREEN / 3DT-SEWER
3" X 1000' ROLL OF DETECTABLE SEWER
TAPE GREEN
2ea
40.500/ea
81.00
14UF GREEN WIRE X 500 ||
2ea
76.667/ea
153.33
Subtotal
S&H Charges
Amount Due
77442.85
0.00
77442.85
Printed By: BYNCERA on 7/18/2025 8:37:52 AM PDT
*ALL PRODUCTS WILL BE PRICED IN EFFECT AT TIME OF SHIPMENT.
*DUE TO SUPPLY CHAIN PRICE INCREASES.
Estimated Tax
0.00
PROPOSAL
To: B&F Contracting
Date: 7/17/2025
Project: 101/202 66 Inch Redundant Sewer Rehab
Project Location: Chandler, AZ
Plans: United Rentals (North America), Inc. (“United Rentals” or “Company”) proposes to furnish equipment
(“Equipment”) and engineering for a shoring system (the “System”) as follows.
Shoring System:
System Type: 4-Sided Slide Rail Pit Application. (Engineering review required)
System Dimensions: 48' wide x 48' long x 32' deep.
Phasing Required: Yes, Removal of rolling strut carts after Tie Backs and Sacrificial are installed.
Sheeting Required: No.
Benching/Sloping Required: No.
Soil Description: Soil is dense sand over very dense sand over medium dense sand based on Bore B-1 by Ninyo &
Moore dated 2-25-21.
Dewatering Required: Base of excavation on interior and exterior of system.
Surcharge Setback: HS20-44 Vehicular Traffic 20', Waterways 30', Structures 50'.
Additional Notes: The proposed system is based on the information available, adverse site or soil conditions may
affect design and engineering.
Rental:
Daily Rate before taxes and freight
$ 10,087.31
Weekly Rate before taxes and freight
$ 20,174.62
Monthly Rate before taxes and freight
$ 50,436.56
Total Delivery and Pickup of all Equipment (12 Trucks Each Way)
$ 20,800.00
Rigging Box RPP
$ 151.05
Sale Item :
Sacrificial Beams (2 at 50’)
$ 15,000.00
Beam Price to be quoted at time of installation due to market fluctuation
Engineering Fee (see Note 6)
$ 4,000.00
Shoring Advisor: ($750 day estimated 4 days)
$ 3,000.00
Below are optional equipment and/ or services available upon request:
Pertaining to Slide Rail Shoring systems only
Panel Puller (see Note 14)
$975.00
Rental Protection Plan System (See Note 13) 15% of Rental
$
Pertaining to Sheeting, Bracing and beam systems only
Vibratory Hammer Rental Weekly Rate (HPSI 80E or equivalent)
$ XXXX Initial______
Please select one of the following options:
Sheeting Service Fee (see Note 11) 10% of sheet rental up to 1st month only Initial_______
Rental Protection Plan (see Note 12) 15% of total rental contract for full duration Initial_______
PROPOSAL
To: B&F Contracting
Date: 7/17/2025
Project: 101/202 66 Inch Redundant Sewer Rehab
Project Location: 331 S Price Rd. Chandler, AZ 85224
Plans: United Rentals (North America), Inc. (“United Rentals” or “Company”) proposes to furnish equipment
(“Equipment”) and engineering for a shoring system (the “System”) as follows.
Shoring System:
System Type: 4-Sided Slide Rail Pit Application
System Dimensions: 20' wide x 20' long x 27' deep.
Phasing Required: No.
Sheeting Required: Yes, Lower 8' on (3) adjacent walls.
Benching/Sloping Required: No.
Soil Description: Soil is dense sand over very dense sand over medium dense sand based on Bore B-1 by Ninyo &
Moore dated 2-25-21. Dewatering Required: Base of excavation on interior and exterior of system.
Surcharge Setback: HS20-44 Vehicular Traffic 20', Waterways 30', Structures 50'.
Additional Notes: The proposed system is based on the information available, adverse site or soil conditions may
affect design and engineering.
Rental:
Daily Rate before taxes and freight
$ 2,306.37
Weekly Rate before taxes and freight
$ 4,612.75
Monthly Rate before taxes and freight
$ 11,531.87
Total Delivery and Pickup of all Equipment (4 Trucks Each Way)
$ 400.00
Rigging Box RPP
$143.85
Sale Item :
Engineering Fee (see Note 6)
$ 2,750.00
Shoring Advisor: ($750 day estimated 2 days)
$ 1,500.00
Below are optional equipment and/ or services available upon request:
Pertaining to Slide Rail Shoring systems only
Panel Puller (see Note 14)
$975.00
Rental Protection Plan System (See Note 13) 15% of Rental
$ XXXX
Pertaining to Sheeting, Bracing and beam systems only
Vibratory Hammer Rental Weekly Rate (HPSI 80E or equivalent)
$ XXXX Initial______
Please select one of the following options:
Sheeting Service Fee (see Note 11) 10% of sheet rental up to 1st month only Initial_______
Rental Protection Plan (see Note 12) 15% of total rental contract for full duration Initial_______
U1INVPDF
This is not an invoice
Please do not pay from this document
RENTAL QUOTE
Page: 1
RENTAL ITEMS:
_____ ___________ _______________________________________ _____________________________________________ _______________
Qty Equipment Description Minimum Day Week 4 Week Estimated Amt.
2 9418471 TRENCH BOX 8' X 24' (6" FB) 80.14 320.54 961.63 1,923.26
1 9418566 TRENCH BOX 10' X 24' (6" FB) 101.51 406.02 1,218.07 1,218.07
1 9418530 TRENCH BOX 10' X 16' (6" FB) 76.93 307.72 923.17 923.17
2 9418435 TRENCH BOX 8' X 16' (6" FB) 64.11 265.44 769.31 1,538.62
6 940/5620 20' END LOADING SPREADER 63.00 252.40 757.00 4,542.00
18 940/5538 SPREADER BAR (KIT) 8" X 20' 21.37 106.85 320.54 5,769.72
360 940/5655 8" SPREADER BAR (LINEAR FEET)
16 941/8103 STACKING PINS FOR STEEL BOXES 1.12 2.04 5.09 81.44
1 940/9560 LADDER HANGER FOR TRENCH SHIELD 2.49 9.97 19.92 19.92
1 6759415 TRENCH BRIDGE STEEL 8' 14.86 74.28 222.85 222.85
1 330/7120 LIFTING BRIDLE 4 LEG X 20' 18.57 74.28 222.85 222.85
6 944/9944 ROAD PLATE 8' X 16' 10.58 74.08 296.33 1,777.98
300 942/7280 SHEETING PZ27 PAIRED SHEETS (LINEAR FT) 1.24 2.17 4.96 1,488.00
(10) 30' SHEETS
Rental Subtotal: 19,727.88
SALES/MISCELLANEOUS ITEMS:
_______ ______________________________________________________________ _____________ _________________ _______________
Qty Item Price Unit of Measure Extended Amt.
1 PROPERTY TAX SURCHARGE [DRSURAZ/MCI] 295.920 EACH 295.92
1 DELIVERY CHARGE 215.000 EACH 215.00
1 PICKUP CHARGE 215.000 EACH 215.00
Sales/Misc Subtotal: 725.92
Agreement Subtotal: 20,453.80
Tax: 1,697.68
Estimated Total: 22,151.48
COMMENTS/NOTES:
CONTACT: TRAVIS MONK
CELL#: 602-326-9282
101/202 66" SEWER LINE REHAB
331 S PRICE RD
CHANDLER AZ 85224-4900
Office: 623-582-1170
B & F CONTRACTING
A1011 N 23RD AVE
PHOENIX AZ 85029-4828
BRANCH DA8
503 W 3RD AVE
MESA AZ 85210-1246
602-357-7670
602-357-7671 FAX
# 250597626
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Customer # :
Quote Date :
Estimated Out :
Estimated In :
UR Job Loc :
UR Job # :
Customer Job ID:
P.O. # :
Ordered By :
Written By :
Salesperson :
220648
07/17/25
09/30/25 09:00 AM
10/28/25 09:00 AM
331 S PRICE RD, CHAN
895
QUOTE
TRAVIS MONK
BRANDON SOWELL
BRANDON SOWELL
This proposal may be withdrawn if not accepted within 30 days. The above referenced Rental Protection Plan, environmental, and tax charges are estimates and are subject to change.
NOTICE: This is not a rental agreement. The rental of equipment and any items listed above is subject to availability and subject to the terms and conditions of the Rental and Service
Agreement, which are available at https://www.unitedrentals.com/legal/rental-service-terms-US and which are incorporated herein by reference. A COPY OF THE RENTAL AND SERVICE
AGREEMENT TERMS ARE AVAILABLE IN PAPER FORM UPON REQUEST.
U1INVPDF
This is not an invoice
Please do not pay from this document
RENTAL QUOTE
Page: 1
RENTAL ITEMS:
_____ ___________ _______________________________________ _____________________________________________ _______________
Qty Equipment Description Minimum Day Week 4 Week Estimated Amt.
2 9418471 TRENCH BOX 8' X 24' (6" FB) 80.14 320.54 961.63 1,923.26
1 9418566 TRENCH BOX 10' X 24' (6" FB) 101.51 406.02 1,218.07 1,218.07
1 9418530 TRENCH BOX 10' X 16' (6" FB) 76.93 307.72 923.17 923.17
2 9418435 TRENCH BOX 8' X 16' (6" FB) 64.11 265.44 769.31 1,538.62
16 941/8103 STACKING PINS FOR STEEL BOXES 1.12 2.04 5.09 81.44
1 940/9560 LADDER HANGER FOR TRENCH SHIELD 2.49 9.97 19.92 19.92
1 6759415 TRENCH BRIDGE STEEL 8' 14.86 74.28 222.85 222.85
1 330/7120 LIFTING BRIDLE 4 LEG X 20' 18.57 74.28 222.85 222.85
6 944/9944 ROAD PLATE 8' X 16' 10.58 74.08 296.33 1,777.98
300 942/7280 SHEETING PZ27 PAIRED SHEETS (LINEAR FT) 1.24 2.17 4.96 1,488.00
(10) 30' SHEETS
18 940/5530 SPREADER BAR (KIT) 8" X 16' 21.37 106.85 320.54 5,769.72
288 940/5655 8" SPREADER BAR (LINEAR FEET)
6 940/5616 16' END LOADING SPREADER 50.40 201.92 605.60 3,633.60
Rental Subtotal: 18,819.48
SALES/MISCELLANEOUS ITEMS:
_______ ______________________________________________________________ _____________ _________________ _______________
Qty Item Price Unit of Measure Extended Amt.
1 PROPERTY TAX SURCHARGE [DRSURAZ/MCI] 282.294 EACH 282.29
1 DELIVERY CHARGE 215.000 EACH 215.00
1 PICKUP CHARGE 215.000 EACH 215.00
Sales/Misc Subtotal: 712.29
Agreement Subtotal: 19,531.77
Tax: 1,621.15
Estimated Total: 21,152.92
COMMENTS/NOTES:
CONTACT: TRAVIS MONK
CELL#: 602-326-9282
101/202 66" SEWER LINE REHAB
331 S PRICE RD
CHANDLER AZ 85224-4900
Office: 623-582-1170
B & F CONTRACTING
A1011 N 23RD AVE
PHOENIX AZ 85029-4828
BRANCH DA8
503 W 3RD AVE
MESA AZ 85210-1246
602-357-7670
602-357-7671 FAX
# 250597793
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Job Site
Customer # :
Quote Date :
Estimated Out :
Estimated In :
UR Job Loc :
UR Job # :
Customer Job ID:
P.O. # :
Ordered By :
Written By :
Salesperson :
220648
07/17/25
09/30/25 09:00 AM
10/28/25 09:00 AM
331 S PRICE RD, CHAN
895
QUOTE
TRAVIS MONK
BRANDON SOWELL
BRANDON SOWELL
This proposal may be withdrawn if not accepted within 30 days. The above referenced Rental Protection Plan, environmental, and tax charges are estimates and are subject to change.
NOTICE: This is not a rental agreement. The rental of equipment and any items listed above is subject to availability and subject to the terms and conditions of the Rental and Service
Agreement, which are available at https://www.unitedrentals.com/legal/rental-service-terms-US and which are incorporated herein by reference. A COPY OF THE RENTAL AND SERVICE
AGREEMENT TERMS ARE AVAILABLE IN PAPER FORM UPON REQUEST.
RENTAL QUOTE
2
Sales Rep:
Kevin Koehler
Phone:
(602) 509-2231
Email: kevin.koehler@sunstateequip.com
320 S. 19th Avenue, Phoenix AZ 85009
Phone: (602) 253-3311
Date:
Fax: (602) 253-3320
Email:
Job Address:
Job/PO #:
EACH
EACH
EACH
DESCRIPTION
DAILY
WEEKLY
MONTHLY
3
8 X 20 END PROTECTION
11.93
$
83.51
$
334.04
$
1
6' x 16' x 4"
38.30
$
153.20
$
459.60
$
2
10' x 16' x 4"
61.42
$
245.68
$
737.04
$
1
6' x 24' x 6"
51.31
$
205.24
$
615.72
$
2
10' x 24' x 6"
82.37
$
329.48
$
988.44
$
18
Corrugated Hanger Plates 10-6', 8-20"
6.95
$
27.80
$
83.40
$
12
20' I-Beam Spreader
20.00
$
80.00
$
240.00
$
12
20' Pipe Spreader
5.00
$
20.00
$
60.00
$
1
Ladder Hanger
2.49
$
9.96
$
29.88
$
4
Stacking Pin (Set of 4)
2.01
$
8.04
$
24.12
$
12
Handrail
7.00
$
28.00
$
84.00
$
2
4 Way Bridle 20' Box
17.38
$
69.52
$
208.56
$
1
8'
15.18
$
60.72
$
182.16
$
keep
DAILY
WEEKLY
MONTHLY
1
SUBTOTAL - ESTIMATED RENTAL
742.55
$
3,077.57
$
9,483.24
$
1
TAX - 8.6%
63.86
$
264.67
$
815.56
$
1
806.41
$
3,342.24
$
10,298.80
$
1
QTY
COST
UNIT
TOTAL COST
5
$225.00
Each
1,125.00
$
5
$225.00
Each
1,125.00
$
4
$50.00
Each
200.00
$
1
$1,500.00
Each
1,500.00
$
1
3,950.00
$
1
210.70
$
1
4,160.70
$
1
1
1
1
1
Quoted By:
Kevin Koehler
keep
Customer Signature
After Hours/Wide Load charge of $150.00/per load if applicable/Freight is for Metro Phoenix unless noted.
Customers will be responsible for equipment assembly/disassembly.
Site Specific Enineering (For excavations over 20ft depth if required)
Trench Box - Accessories
Trench Box - Accessories
tmonk@bfcontracting.com
Steel Crossing Plates
7/16/2025
CATEGORY
Trench Box - Steel
Trench Box - Steel
Trench Box - Steel
Trench Box - Steel
Trench Bridges
Customer:
Contact:
Phone:
B&F
Travis Monk
602-326-9282
SR 101 & SR 202
Slings - Chain
Trench Box - Accessories
Trench Box - Accessories
Trench Box - Accessories
Trench Box - Accessories
Chandler Redundant Sewer BORE PIT
TOTAL - ESTIMATED RENTAL
Delivery - Phoenix Metropollitan Area
Pickup - Phoenix Metropolitan Area
Wide Load Charge Delivery & Pick up
SUBTOTAL - ESTIMATED TRANSPORTATION/SERVICE ITEMS
TAX 8.6%
TOTAL - ESTIMATED TRANSPORTATION/SERVICE ITEMS
SERVICE ITEMS
QUOTE IS VALID FOR 30 DAYS, WE RESERVE THE RIGHT TO CHANGE/CANCEL TERMS WITHOUT WRITTEN NOTICE
THANK YOUR FOR THE OPPORTUNITY TO SERVE YOU!
Page 1 of 2
RENTAL QUOTE
2
Sales Rep:
Kevin Koehler
Phone:
(602) 509-2231
Email: kevin.koehler@sunstateequip.com
320 S. 19th Avenue, Phoenix AZ 85009
Phone: (602) 253-3311
Date:
Fax: (602) 253-3320
Email:
Job Address:
Job/PO #:
EACH
EACH
EACH
DESCRIPTION
DAILY
WEEKLY
MONTHLY
28
Handrail
7.00
$
28.00
$
84.00
$
1
8'
15.18
$
60.72
$
182.16
$
keep
DAILY
WEEKLY
MONTHLY
1
SUBTOTAL - ESTIMATED RENTAL
211.18
$
844.72
$
2,534.16
$
1
TAX - 8.6%
18.16
$
72.65
$
217.94
$
1
229.34
$
917.37
$
2,752.10
$
1
1
1
1
1
1
Quoted By:
Kevin Koehler
keep
Customer Signature
Date:
7/16/2025
Title
After Hours/Wide Load charge of $150.00/per load if applicable/Freight is for Metro Phoenix unless noted.
Customers will be responsible for equipment assembly/disassembly.
Trench Box - Accessories
tmonk@bfcontracting.com
7/16/2025
CATEGORY
Trench Bridges
Customer:
Contact:
Phone:
B&F
Travis Monk
602-326-9282
SR 101 & SR 202
Chandler Redundant Sewer Junction Structure B
TOTAL - ESTIMATED RENTAL
QUOTE IS VALID FOR 30 DAYS, WE RESERVE THE RIGHT TO CHANGE/CANCEL TERMS WITHOUT WRITTEN NOTICE
THANK YOUR FOR THE OPPORTUNITY TO SERVE YOU!
Page 1 of 1
Slide Rail
Rental Quote
Order Date:
Quoted By:
Mobile Number:
Customer:
E-mail:
Phone:
Job Name:
Job Location:
-
$
7,094.00
$
21,282.00
$
750.00
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
7/16/25
Quoted By
Date
Date
.
SCHEDULE.
5
Delivery
800.00
$
EACH
$4,000.00
Quantity
Service/Item Description
Unit Price
Unit
Total
SERVICE/ITEM TOTAL
$0.00
MONTHLY
$7,094.00
$22,032.00
WEEKLY
EACH
$4,000.00
5
Pickup
800.00
$
EQUIPMENT WEEKLY/MONTHLY TOTAL
$0.00
$8,000.00
CONTRACTOR TO AGREE TO TSR'S RENTAL TERMS AND CONDITIONS PRIOR TO START OF
SHORING PROJECT. RENTAL BEGINS UPON DLEIVERY OF SHORING MATERISLS
Kevin Koehler
$0.00
$0.00
Customer Signature
PER MONTH
SLIDE RAIL SYSTEM-
EQUIPMENT DESCRIPTION
PER WEEK
7/16/25
Attention:
320 S. 19th Avenue, Phoenix AZ 85009
Phone (6002) 253-3311 Fax: (602) 253-3320
Kevin Koehler
(602) 509-2231
kevin@tsraz.com
B&F
Travis Monk
602-326-9282
Chandler Redundant Sewer Junction Structure C
SR 101 & SR 202
QUOTE IS JUST AND ESTIMATE AND CAN CHANGE BASED ON CONTRACTOR
20' L x 20' W x 28' D
REQUIRED BEFORE ENGINEERING AND OR DELIVERY OF EQUIPMENT.
Rigging Kit (If requested to be left on site after installation)
ONE MONTH MINIMUM RENTAL ON SHORING
ENGINEERING: $3,500 (estimated)
TSR WILL PROVIDE ON SITE PERSONNEL TO INSTRUCT IN THE PROPER
INSTALLATION & REMOVAL OF SHORING SYSTEM. CONTRACTOR TO PROVIDE
NECESSARY EQUIPMENT FOR INSTALLTION AND REMOVAL OF THE SHORING
SYSTEM. TSR WILL PROVIDE ON SITE PERSONNEL FOR (3) DAYS FOR
INSTALLATION. ANY ADDITIONAL ON SITE INSTRUCTION CAN BE CHARGED
AT $1000 PER DAY. NOTE: RENTAL BEGINS THE DAY THE EQUIPMENT IS
DELIVERED UNLESS AGREED UPON BY BOTH PARTIES. SIGNATURE IS
RENTAL QUOTE
2
Sales Rep:
Kevin Koehler
Phone:
(602) 509-2231
Email: kevin.koehler@sunstateequip.com
320 S. 19th Avenue, Phoenix AZ 85009
Phone: (602) 253-3311
Date:
Fax: (602) 253-3320
Email:
Job Address:
Job/PO #:
EACH
EACH
EACH
DESCRIPTION
DAILY
WEEKLY
MONTHLY
20
Handrail
7.00
$
28.00
$
84.00
$
1
8'
15.18
$
60.72
$
182.16
$
keep
DAILY
WEEKLY
MONTHLY
1
SUBTOTAL - ESTIMATED RENTAL
155.18
$
620.72
$
1,862.16
$
1
TAX - 8.6%
13.35
$
53.38
$
160.15
$
1
168.53
$
674.10
$
2,022.31
$
1
1
1
1
1
1
Quoted By:
Kevin Koehler
keep
Customer Signature
Date:
7/16/2025
Title
After Hours/Wide Load charge of $150.00/per load if applicable/Freight is for Metro Phoenix unless noted.
Customers will be responsible for equipment assembly/disassembly.
Trench Box - Accessories
tmonk@bfcontracting.com
7/16/2025
CATEGORY
Trench Bridges
Customer:
Contact:
Phone:
B&F
Travis Monk
602-326-9282
SR 101 & SR 202
Chandler Redundant Sewer Junction Structure C
TOTAL - ESTIMATED RENTAL
QUOTE IS VALID FOR 30 DAYS, WE RESERVE THE RIGHT TO CHANGE/CANCEL TERMS WITHOUT WRITTEN NOTICE
THANK YOUR FOR THE OPPORTUNITY TO SERVE YOU!
Page 1 of 1
Slide Rail
Rental Quote
Order Date:
Quoted By:
Mobile Number:
Customer:
E-mail:
Phone:
Job Name:
Job Location:
-
$
7,094.00
$
21,282.00
$
750.00
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
7/16/25
Quoted By
Date
Date
.
SCHEDULE.
5
Delivery
800.00
$
EACH
$4,000.00
Quantity
Service/Item Description
Unit Price
Unit
Total
SERVICE/ITEM TOTAL
$0.00
MONTHLY
$7,094.00
$22,032.00
WEEKLY
EACH
$4,000.00
5
Pickup
800.00
$
EQUIPMENT WEEKLY/MONTHLY TOTAL
$0.00
$8,000.00
CONTRACTOR TO AGREE TO TSR'S RENTAL TERMS AND CONDITIONS PRIOR TO START OF
SHORING PROJECT. RENTAL BEGINS UPON DLEIVERY OF SHORING MATERISLS
Kevin Koehler
$0.00
$0.00
Customer Signature
PER MONTH
SLIDE RAIL SYSTEM-
EQUIPMENT DESCRIPTION
PER WEEK
7/16/25
Attention:
320 S. 19th Avenue, Phoenix AZ 85009
Phone (6002) 253-3311 Fax: (602) 253-3320
Kevin Koehler
(602) 509-2231
kevin@tsraz.com
B&F
Travis Monk
602-326-9282
Chandler Redundant Sewer Junction Structure E
SR 101 & SR 202
QUOTE IS JUST AND ESTIMATE AND CAN CHANGE BASED ON CONTRACTOR
20' L x 20' W x 27' D
REQUIRED BEFORE ENGINEERING AND OR DELIVERY OF EQUIPMENT.
Rigging Kit (If requested to be left on site after installation)
ONE MONTH MINIMUM RENTAL ON SHORING
ENGINEERING: $3,500 (estimated)
TSR WILL PROVIDE ON SITE PERSONNEL TO INSTRUCT IN THE PROPER
INSTALLATION & REMOVAL OF SHORING SYSTEM. CONTRACTOR TO PROVIDE
NECESSARY EQUIPMENT FOR INSTALLTION AND REMOVAL OF THE SHORING
SYSTEM. TSR WILL PROVIDE ON SITE PERSONNEL FOR (3) DAYS FOR
INSTALLATION. ANY ADDITIONAL ON SITE INSTRUCTION CAN BE CHARGED
AT $1000 PER DAY. NOTE: RENTAL BEGINS THE DAY THE EQUIPMENT IS
DELIVERED UNLESS AGREED UPON BY BOTH PARTIES. SIGNATURE IS
RENTAL QUOTE
2
Sales Rep:
Kevin Koehler
Phone:
(602) 509-2231
Email: kevin.koehler@sunstateequip.com
320 S. 19th Avenue, Phoenix AZ 85009
Phone: (602) 253-3311
Date:
Fax: (602) 253-3320
Email:
Job Address:
Job/PO #:
EACH
EACH
EACH
DESCRIPTION
DAILY
WEEKLY
MONTHLY
20
Handrail
7.00
$
28.00
$
84.00
$
1
8'
15.18
$
60.72
$
182.16
$
keep
DAILY
WEEKLY
MONTHLY
1
SUBTOTAL - ESTIMATED RENTAL
155.18
$
620.72
$
1,862.16
$
1
TAX - 8.6%
13.35
$
53.38
$
160.15
$
1
168.53
$
674.10
$
2,022.31
$
1
1
1
1
1
1
Quoted By:
Kevin Koehler
keep
Customer Signature
Date:
7/16/2025
Title
After Hours/Wide Load charge of $150.00/per load if applicable/Freight is for Metro Phoenix unless noted.
Customers will be responsible for equipment assembly/disassembly.
Trench Box - Accessories
tmonk@bfcontracting.com
7/16/2025
CATEGORY
Trench Bridges
Customer:
Contact:
Phone:
B&F
Travis Monk
602-326-9282
SR 101 & SR 202
Chandler Redundant Sewer Junction Structure E
TOTAL - ESTIMATED RENTAL
QUOTE IS VALID FOR 30 DAYS, WE RESERVE THE RIGHT TO CHANGE/CANCEL TERMS WITHOUT WRITTEN NOTICE
THANK YOUR FOR THE OPPORTUNITY TO SERVE YOU!
Page 1 of 1
RENTAL QUOTE
2
Sales Rep:
Kevin Koehler
Phone:
(602) 509-2231
Email: kevin.koehler@sunstateequip.com
320 S. 19th Avenue, Phoenix AZ 85009
Phone: (602) 253-3311
Date:
Fax: (602) 253-3320
Email:
Job Address:
Job/PO #:
EACH
EACH
EACH
DESCRIPTION
DAILY
WEEKLY
MONTHLY
2
8 X 20 END PROTECTION
11.93
$
83.51
$
334.04
$
1
6' x 16' x 4"
38.30
$
153.20
$
459.60
$
2
10' x 16' x 4"
61.42
$
245.68
$
737.04
$
1
6' x 24' x 6"
51.31
$
205.24
$
615.72
$
2
10' x 24' x 6"
82.37
$
329.48
$
988.44
$
16
Corrugated Hanger Plates 9-6', 8-20"
6.95
$
27.80
$
83.40
$
12
16' I-Beam Spreader
18.00
$
72.00
$
216.00
$
12
20' Pipe Spreader
5.00
$
20.00
$
60.00
$
1
Ladder Hanger
2.49
$
9.96
$
29.88
$
4
Stacking Pin (Set of 4)
2.01
$
8.04
$
24.12
$
12
Handrail
7.00
$
28.00
$
84.00
$
2
4 Way Bridle 20' Box
17.38
$
69.52
$
208.56
$
1
8'
15.18
$
60.72
$
182.16
$
keep
DAILY
WEEKLY
MONTHLY
1
SUBTOTAL - ESTIMATED RENTAL
716.72
$
2,938.46
$
8,982.40
$
1
TAX - 8.6%
61.64
$
252.71
$
772.49
$
1
778.36
$
3,191.17
$
9,754.89
$
1
QTY
COST
UNIT
TOTAL COST
5
$225.00
Each
1,125.00
$
5
$225.00
Each
1,125.00
$
4
$50.00
Each
200.00
$
1
$1,500.00
Each
1,500.00
$
1
3,950.00
$
1
210.70
$
1
4,160.70
$
1
1
1
1
1
Quoted By:
Kevin Koehler
keep
Customer Signature
After Hours/Wide Load charge of $150.00/per load if applicable/Freight is for Metro Phoenix unless noted.
Customers will be responsible for equipment assembly/disassembly.
Site Specific Enineering (For excavations over 20ft depth if required)
Trench Box - Accessories
Trench Box - Accessories
tmonk@bfcontracting.com
Steel Crossing Plates
7/16/2025
CATEGORY
Trench Box - Steel
Trench Box - Steel
Trench Box - Steel
Trench Box - Steel
Trench Bridges
Customer:
Contact:
Phone:
B&F
Travis Monk
602-326-9282
SR 101 & SR 202
Slings - Chain
Trench Box - Accessories
Trench Box - Accessories
Trench Box - Accessories
Trench Box - Accessories
Chandler Redundant Sewer RECEIVER PIT
TOTAL - ESTIMATED RENTAL
Delivery - Phoenix Metropollitan Area
Pickup - Phoenix Metropolitan Area
Wide Load Charge Delivery & Pick up
SUBTOTAL - ESTIMATED TRANSPORTATION/SERVICE ITEMS
TAX 8.6%
TOTAL - ESTIMATED TRANSPORTATION/SERVICE ITEMS
SERVICE ITEMS
QUOTE IS VALID FOR 30 DAYS, WE RESERVE THE RIGHT TO CHANGE/CANCEL TERMS WITHOUT WRITTEN NOTICE
THANK YOUR FOR THE OPPORTUNITY TO SERVE YOU!
Page 1 of 2
Slide Rail
Rental Quote
Order Date:
Quoted By:
Mobile Number:
Customer:
E-mail:
Phone:
Job Name:
Job Location:
-
$
19,646.00
$
58,938.00
$
750.00
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
7/16/25
Quoted By
Date
Date
.
SCHEDULE.
10
Delivery
800.00
$
EACH
$8,000.00
Quantity
Service/Item Description
Unit Price
Unit
Total
SERVICE/ITEM TOTAL
EACH
$11,400.00
MONTHLY
$19,646.00
$59,688.00
WEEKLY
EACH
$8,000.00
10
Pickup
800.00
$
2
47'6" Waster Beam
5,700.00
$
EQUIPMENT WEEKLY/MONTHLY TOTAL
$0.00
$27,400.00
CONTRACTOR TO AGREE TO TSR'S RENTAL TERMS AND CONDITIONS PRIOR TO START OF
SHORING PROJECT. RENTAL BEGINS UPON DLEIVERY OF SHORING MATERISLS
Kevin Koehler
$0.00
$0.00
Customer Signature
PER MONTH
SLIDE RAIL SYSTEM-
EQUIPMENT DESCRIPTION
PER WEEK
7/16/25
Attention:
320 S. 19th Avenue, Phoenix AZ 85009
Phone (6002) 253-3311 Fax: (602) 253-3320
Kevin Koehler
(602) 509-2231
kevin@tsraz.com
B&F
Travis Monk
602-326-9282
Chandler Redundent Sewer Junction Structure B
SR 101 & SR 202 San Tan
QUOTE IS JUST AND ESTIMATE AND CAN CHANGE BASED ON CONTRACTOR
47' L x 47' W x 33' D
REQUIRED BEFORE ENGINEERING AND OR DELIVERY OF EQUIPMENT.
Rigging Kit (If requested to be left on site after installation)
ONE MONTH MINIMUM RENTAL ON SHORING
ENGINEERING: $3,500 (estimated)
TSR WILL PROVIDE ON SITE PERSONNEL TO INSTRUCT IN THE PROPER
INSTALLATION & REMOVAL OF SHORING SYSTEM. CONTRACTOR TO PROVIDE
NECESSARY EQUIPMENT FOR INSTALLTION AND REMOVAL OF THE SHORING
SYSTEM. TSR WILL PROVIDE ON SITE PERSONNEL FOR (3) DAYS FOR
INSTALLATION. ANY ADDITIONAL ON SITE INSTRUCTION CAN BE CHARGED
AT $1000 PER DAY. NOTE: RENTAL BEGINS THE DAY THE EQUIPMENT IS
DELIVERED UNLESS AGREED UPON BY BOTH PARTIES. SIGNATURE IS
Quote #
2502R
Date:
Quoted By:
Phone:
Customer:
Contact: Travis Monk
Phone: 602-326-9282
Email: tmonk@bfcontracting.com
Project Name:
Location:
Approx Duration:
Qty.
Daily
Weekly
Monthly
7
55,814.00
Note: Contractor to supply 2"x4"
7
479.91
7
47.99
0.00
0.00
394,393.30
Qty.
Cost
Ext.
14
2,500.00
35,000.00
2
3,600.00
7,200.00
1
6,300.00
6,300.00
1
4,500.00
4,500.00
16,900.00
48,000.00
442,393.30
Fuel surcharge is not included and will be added to all items
Sales tax is not included and will be added to all items
Rental Items Description
Slide Rail System 33'D x 47'L x 47' W
7 Months
Note: Contractor to suppy ladder
10' Ped Bridge
Clearspan
7/18/2025
Timothy Plane
602-370-7532
COC 66" Redundant CMAR - Junction Structure B
NEC of San Tan 202 & Price Rd, Chandler
Per Unit Cost
901D
B&F Contracting
EXTENDED TOTALS
Delivery/ Pickup
Round Trip Freight (estimated at 7 truck loads each way)
Phoenix (602)605-4150|Southern Arizona (833)384-1176| Northern Arizona (833)384-1176
EXTENDED TOTALS
Deadman
TOTALS
Site Specific Engineering
Site Consultation (est. at 4 days install included rigging kit)
material to complete guard rail fencing
Ladder Hanger
Quote #
2503R
Date:
Quoted By:
Phone:
Customer:
Contact: Travis Monk
Phone: 602-326-9282
Email: tmonk@bfcontracting.com
Project Name:
Location:
Approx Duration:
Qty.
Daily
Weekly
Monthly
3
17,020.00
3
479.91
3
47.99
0.00
0.00
52,643.70
Qty.
Cost
Ext.
8
2,500.00
20,000.00
0
3,600.00
0.00
1
3,500.00
3,500.00
1
3,375.00
3,375.00
12,975.00
26,875.00
79,518.70
Fuel surcharge is not included and will be added to all items
Sales tax is not included and will be added to all items
Rental Items Description
Slide Rail System 28'D x 20'L x 20'W
3 Months
Lagger Hanger
material to complete guard rail fencing
Clearspan
7/18/2025
Timothy Plane
602-370-7532
COC 66" Redundant CMAR - Junction Structure C
NEC of San Tan 202 & Price Rd, Chandler
Per Unit Cost
901D
B&F Contracting
EXTENDED TOTALS
Delivery/ Pickup
Round Trip Freight (estimated at 4 truck loads)
Phoenix (602)605-4150|Southern Arizona (833)384-1176| Northern Arizona (833)384-1176
EXTENDED TOTALS
Deadman
TOTALS
Site Specific Engineering
Site Consultation (est. at 3 days install includes rigging kit)
10' Ped Bridge
Note: Contractor to supply ladder
Note: Contractor to supply 2"x4"
Quote #
2504R
Date:
Quoted By:
Phone:
Customer:
Contact: Travis Monk
Phone: 602-326-9282
Email: tmonk@bfcontracting.com
Project Name:
Location:
Approx Duration:
Qty.
Daily
Weekly
Monthly
6
30,240.00
Note: Contractor to supply 2"x4"
material to complete guard rail fencing
36
873.17
60
221.87
6
479.91
6
47.99
0.00
0.00
229,353.72
Qty.
Cost
Ext.
10
2,500.00
25,000.00
1
2,100.00
2,100.00
1
4,250.00
4,250.00
1
4,500.00
4,500.00
13,350.00
35,850.00
265,203.72
Fuel surcharge is not included and will be added to all items
Sales tax is not included and will be added to all items
Rental Items Description
Slide Rail System 26'D x 40'L x 20' W
6 Months
10' Ped Bridge
Ladder Hanger
8x20 Steel Plate
Clearspan
7/18/2025
Timothy Plane
602-370-7532
COC 66" Redundant CMAR - Bore Pit
NEC of San Tan 202 & Price Rd, Chandler
Per Unit Cost
901D
B&F Contracting
EXTENDED TOTALS
Delivery/ Pickup
Round Trip Freight (estimated at 5 truck loads each way)
Phoenix (602)605-4150|Southern Arizona (833)384-1176| Northern Arizona (833)384-1176
EXTENDED TOTALS
Deadman
TOTALS
Site Specific Engineering
Site Consultation (estimated at 4 days install)
Hanging End Panels (26')
Note: Contractor to supply ladder
Quote #
2505R
Date:
Quoted By:
Phone:
Customer:
Contact: Travis Monk
Phone: 602-326-9282
Email: tmonk@bfcontracting.com
Project Name:
Location:
Approx Duration:
Qty.
Daily
Weekly
Monthly
6
25,270.00
Note: Contractor to supply 2"x4"
material to complete guard rail fencing
36
873.17
60
221.87
6
479.91
6
47.99
0.00
0.00
199,533.72
Qty.
Cost
Ext.
8
2,500.00
20,000.00
1
2,100.00
2,100.00
1
4,250.00
4,250.00
1
4,500.00
4,500.00
13,350.00
30,850.00
230,383.72
Fuel surcharge is not included and will be added to all items
Sales tax is not included and will be added to all items
Rental Items Description
Slide Rail System 25'D x 40'L x 16' W
6 Months
10' Ped Bridge
Ladder Hanger
8x20 Steel Plate
Clearspan
7/18/2025
Timothy Plane
602-370-7532
COC 66" Redundant CMAR - Receiving Pit
NEC of San Tan 202 & Price Rd, Chandler
Per Unit Cost
901D
B&F Contracting
EXTENDED TOTALS
Delivery/ Pickup
Round Trip Freight (estimated at 4 truck loads each way)
Phoenix (602)605-4150|Southern Arizona (833)384-1176| Northern Arizona (833)384-1176
EXTENDED TOTALS
Deadman
TOTALS
Site Specific Engineering
Site Consultation (estimated at 4 days install)
Hanging End Panels (26')
Note: Contractor to supply ladder
Quote #
2512R
Date:
Quoted By:
Phone:
Customer:
Contact: Travis Monk
Phone: 602-326-9282
Email: tmonk@bfcontracting.com
Project Name:
Location:
Approx Duration:
Qty.
Daily
Weekly
Monthly
3
17,020.00
Note: Contractor to supply 2"x4"
3
479.91
3
47.99
0.00
0.00
52,643.70
Qty.
Cost
Ext.
8
2,500.00
20,000.00
0
3,600.00
0.00
1
3,500.00
3,500.00
1
3,375.00
3,375.00
12,975.00
26,875.00
79,518.70
Fuel surcharge is not included and will be added to all items
Sales tax is not included and will be added to all items
material to complete guard rail fencing
Ladder Hanger
EXTENDED TOTALS
Delivery/ Pickup
Round Trip Freight (estimated at 4 truck loads each way)
Phoenix (602)605-4150|Southern Arizona (833)384-1176| Northern Arizona (833)384-1176
EXTENDED TOTALS
Deadman
TOTALS
Site Specific Engineering
Site Consultation (est. at 4 days install including rigging kit)
7/18/2025
Timothy Plane
602-370-7532
COC 66" Redundant CMAR - Junction Structure E
NEC of San Tan 202 & Price Rd, Chandler
Per Unit Cost
901D
B&F Contracting
Rental Items Description
Slide Rail System 27'D x 20'L x 20'W
3 Months
Note: Contractor to supply ladder
10' Ped Bridge
Clearspan
1
Account Manager:
Mike A Garcia
Regional Sales Manager - West
564-237-0342
Mike.Garcia@nov.com
B&F Contracting Date: 07/17/2025
Attn: Travis Monk
Project: City of Chandler Junction Structures B &C – AZ
Quotation Number: 250123101 Rev2
Qty
Description
Price
Total
Junction Structure B
Pipe Size: 66" ID
Structural Opening: 74" ID
Plasti-Fab Stop Log / Filler Log Assembly 66" x 84"
$270,034.00
(3) Guide Frames
(3) Sets of Logs
Includes:
3
T-316 stainless steel surface mount guide frame 5'-6" wide x 23'-0"
high w/ embedded bottom channel and T-316 anchor bolts.
9
Composite FRP infusion molded stop log 5'-6" wide x 2'-0" high x 3.5"
thick with T-316 lifting pins, EPDM base seals and vertical seals
mounted on the face. (Approximately 301 lbs per log)
3
Composite FRP infusion molded stop log 5'-6" wide x 1'-0" high x 3.5"
thick with T-316 lifting pins, EPDM base seals and vertical seals
mounted on the face. (Approximately 161 lbs per log)
3
Composite FRP infusion molded filler log 5'-6" wide x 6'-0" high x 3.5"
thick with flow through opening and T-316 lifting pins. (Approximately
350 lbs per log)
1
T-316 stainless steel lifting beam for above logs
3
T-316 stainless steel storage rack wall mounted 66" x 84"
Fiber Glass Systems, L.P.
5985 South 6th Way
Ridgefield, WA 98642
Phone: (360) 887-3580
Fax: (360) 887-3577
Web: www.Plasti-Fab.com
Quote_____________________________________________
Prepared by:
Damon Quint
PLASTIFAB STOP LOGS
2
Junction Structure C
Pipe Size: 66" ID
Structural Opening: 74" ID
Plasti-Fab Stop Log / Filler Log Assembly 66" x 84"
$186,689.00
(2) Guide Frames
(2) Sets of Logs
Includes:
2
T-316 stainless steel surface mount guide frame 5'-6" wide x 19'-0"
high w/ embedded bottom channel and T-316 anchor bolts.
6
Composite FRP infusion molded stop log 5'-6" wide x 2'-0" high x 3.5"
thick with T-316 lifting pins, EPDM base seals and vertical seals
mounted on the face. (Approximately 301 lbs per log)
2
Composite FRP infusion molded stop log 5'-6" wide x 1'-0" high x 3.5"
thick with T-316 lifting pins, EPDM base seals and vertical seals
mounted on the face. (Approximately 161 lbs per log)
2
Composite FRP infusion molded filler log 5'-6" wide x 6'-0" high x 3.5"
thick with flow through opening and T-316 lifting pins. (Approximately
350 lbs per log)
1
T-316 stainless steel lifting beam for above logs
2
T-316 stainless steel storage rack wall mounted 66" x 84"
Clarifications:
1) Davit crane, hoist cable/rope, lifting bridle, eye hook and access
hatch by others.
2) We are quoting guide frame and storage rack material as T-316
stainless steel in lieu of specified FRP.
3) Fiber Glass Systems provides a 1-year warranty against failure due
to any defects in material and workmanship.
4) All testing and field start-up by others.
Subtotal
$456,723.00
Estimated Freight + 15% - EXW Seller's Premises Incoterms 2020
$15,525.00
Terms: Unless otherwise specified, Fiber Glass Systems standard terms are NET 30, contingent upon credit
approval.
Exclusions:
Installation, grouting and concrete.
Fasteners, anchor hardware and adhesive not expressly stated above.
Appurtenances, fittings, supports, and materials not expressly stated above.
Controls and operators not expressly stated above.
Spare parts not expressly stated above.
NSF-61 compliant components not expressly stated above.
Site visitation for any reason, including start-up and validation.
Shop testing and field testing.
O&M Manuals: When requested,1 electronic copy only will be provided. Hard copies not included.