Amendment No 2 to Agreement with B & F Contracting, Inc.
Extracted text (via pymupdf)
406116 characters
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
Project Name: Sewer & Manhole Rehabilitation
Project No.:
212231
Amendment No: 2
Date:
This Amendment to that certain Standard Form Agreement dated June 11, 2024 by and between the City of Glendale
and B & F Contracting, Inc. (CM@Risk) for services, deliverables and work related to Project No. 212231.1,
Project Name: Sewer & Manhole Rehabilitation Phase VI, (the “Agreement”) is made and entered into effective
this ______ day of November, 2024.
1.
This Amendment #2 establishes a Guaranteed Maximum Price (“GMP”) and Construction Phase Fee for
Construction Services and incorporates such terms into the Agreement, making the Agreement effective
for Construction Phase Services:
a.
The total fee for Construction Phase Services, which is included in the Guaranteed Maximum Price (GMP)
as defined under the Agreement, shall be fixed at One Hundred Fifty-Seven Thousand Nine Hundred
Dollars and 95/100 Dollars ($157,938.95). [This amendment for GMP-002 is for Phase 6B and 6D only.
Previous GMP-001 was for Phase 6C only.]
b.
The Guaranteed Maximum Price (“GMP”) for Construction Services, as defined under the Agreement, shall
be Three Million Fifty-Four Thousand Three Hundred Forty-Six Dollars and 13/100 Dollars
($3,054,346.13). [This amendment for GMP-002 is for Phase 6B and 6D only. Previous GMP-001 was
for Phase 6C only.]
c.
The total compensation under the Agreement, as amended by this Amendment, shall be:
Pre-Construction Phase
Construction Phase
Total
Original Agreement:
$153,532.00
$
$153,532.00
Previous Amendments:
$
$1,371,649.44
$1,371,649.44
This Amendment:
$
$3,054,346.13
$3,054.346.13
Total (including this
Amendment):
$153,532.00
$4,425,995.57
$4,579,527.57
2.
DELETE the blank template “Exhibit C – Cost of the Work – Schedule of Values” from the Agreement,
and ADD “Exhibit C – B&F Contracting, Inc. Cost of the Work – Schedule of Values” dated October 28,
2024 (15 Pages), attached herein.
3.
ADD “Exhibit E – Construction Documents necessary to define Scope of Work and deliverables for the
Construction Phase Services, including plans, designs, drawings, specifications and other required
Contract Documents” dated October 28, 2024 (190 Pages), attached herein.
4.
ADD “Exhibit F - Statement of All Clarifications and Assumptions” dated October 28, 2024 (3 Pages),
attached herein.
5.
ADD “Exhibit G – Schedule of Major Milestones” dated October 28, 2024 (1 Pages), attached herein.
6.
ADD 174 days for Article 5.3.1 Substantial Completion of the Work.
7.
ADD 30 days from substantial completion for Article 5.4.1 Final Completion of the Work.
8.
All other provisions, terms and conditions of the Agreement shall remain unchanged and in full effect.
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
(Signature on following page)
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
IN WITNESS WHEREOF, the Parties hereto have duly executed this Amendment, effective as of the date first
written above.
OWNER
CM@RISK
City of Glendale
B&F Contracting, Inc.
5850 W. Glendale Avenue
11011 N. 23rd Avenue
Glendale, AZ 85301
Phoenix, AZ 85029
By: Its Authorized Representative:
By Its Authorized Representative:
Signature
Signature
Printed Name
Printed Name
Title
Title
Date
Date
ATTEST:
___________________________
Julie K. Bower (SEAL)
City Clerk
APPROVED AS TO FORM:
___________________________
Michael D. Bailey
City Attorney
DESIGN PROFESSIONAL
Consor North America, Inc.
2432 W. Peoria Avenue, Suite 1246
Phoenix, AZ 85029
By Its Authorized Representative:
Signature (Reviewed in accordance with the “Agreement Between Owner and Design Professional” Section 4.8.1.14
of Exhibit A “Scope of Services for the Design Professional”)
Printed Name
Title
Date
Kevin R. Phelps
Glendale City Manager
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
EXHIBIT C
Cost of the Work
(One (1) page - template)
(15 pages - final document to be included with GMP Amendment)
[ATTACH BLANK TEMPLATE EXHIBIT C HERE. DO NOT INSERT ANY INFORMATION
IN THE TEMPLATE DOCUMENT AT TIME OF MAIN AGREEMENT.]
ROC-089744 | BFCONTRACTING.COM | 11011 N. 23rd Avenue| Phoenix, AZ 85029
P: 623.582.1170 | F: 623.582.3761
EXHIBIT C: COST OF THE WORK
SEWER & MANHOLE REHABILITATION, PHASE 6C
GMP-002 REV-1
PROJECT NO. 212231
OCTOBER 28, 2024
SUBMITTED BY B&F CONTRACTING, INC.
B&F Contracting, Inc., serving as the Construction Manager at Risk, is providing GMP-002 for
Sewer & Manhole Rehabilitation Phase 6B & 6D projects. The scope of work for GMP-002 is
outlined in further detail in this Exhibit C and Exhibit E.
Cost Code
Item of Work
Quantity
Unit of Measure
Unit Cost
Total GMP
Mobilization/Demobilization
1
LS
$51,766.68 $ 51,766.68
General Conditions
5
MO
$53,048.79 $ 265,243.95
$ 317,010.63
Cleaning & Pre-CCTV Existing 12" Sewer
2494
LF
$11.95 $ 29,803.30
Install 12" CIPP Liner Per Spec No. 02767
2494
LF
$66.89 $ 166,823.66
Post-CIPP Cleaning & CCTV Inspection (Pano)
2494
LF
$6.72 $ 16,759.68
Remove & Replace Frame & Cover
1
EACH
$2,580.54 $ 2,580.54
Adjust Frame & Cover To Grade
1
EACH
$1,630.53 $ 1,630.53
Repair & Coat Chimney, Cone, & Wall
570
SF
$38.00 $ 21,675.20
Repair & Coat Bench
5
EACH
$900.00 $ 4,500.00
Repair/Reshape & Coat Channel
3
EACH
$400.00 $ 1,200.00
Inspect & Assess Manhole
2
EACH
$400.00 $ 800.00
CIPP Liner End Seal Or Line Through & Cut Out Access
11
EACH
$656.96 $ 7,226.56
Cut & Remove CIPP Coupon To Reinstate Tap
1
EACH
$145.00 $ 145.00
Remove Hanging Gasket
22
EACH
$677.20 $ 14,898.40
Remove & Replace Existing 12" VCP Sewer
35
LF
$1,717.64 $ 60,117.44
Remove & Replace Asphalt
81
SY
$102.38 $ 8,292.78
Construct 5' Diameter Manhole
1
EACH
$24,617.64 $ 24,617.64
Remove Existing Manhole
1
EACH
$30,669.48 $ 30,669.48
Install New Concrete Junction Structure (Alt Design 96-inch Polymer Structure)
1
EACH
$200,655.49 $ 200,655.49
39" Bypass System Setup & Teardown
1
LS
$340,670.46 $ 340,670.46
39" Bypass Operation
32
DY
$7,791.65 $ 249,332.80
$ 1,182,398.96
Cleaning & Pre-CCTV Existing 8" Sewer
2466
LF
$9.49 $ 23,402.34
Install 8" CIPP Liner
2466
LF
$55.18 $ 136,073.88
Post-CIPP Cleaning & CCTV Inspection (Pano)
2466
LF
$6.08 $ 14,993.28
Remove & Replace Frame & Cover
2
EACH
$2,455.54 $ 4,911.08
Repair & Coat Chimney, Cone, & Wall
726
SF
$46.00 $ 33,396.00
Repair & Coat Bench
9
EACH
$900.00 $ 8,100.00
Repair/Reshape & Coat Channel
9
EACH
$400.00 $ 3,600.00
Inspect & Assess Manhole
1
EACH
$400.00 $ 400.00
CIPP Liner End Seal Or Line Through & Cut Out Access
19
EACH
$271.28 $ 5,154.32
Cut & Remove CIPP Coupon To Reinstate Tap
52
EACH
$317.09 $ 16,488.68
Install SLC Seal
3
EACH
$2,570.82 $ 7,712.46
Cut Intruding Tap Prior To CIPP
14
EACH
$1,329.13 $ 18,607.82
Remove & Replace Existing 8" VCP Sewer
60
LF
$1,062.56 $ 63,753.60
Remove & Replace Asphalt
67
SY
$188.13 $ 12,604.71
Remove Existing 45-Bends & Install 6' Diameter Manhole
1
EACH
$34,336.06 $ 34,336.06
Remove Flushing Tank & Install 5' Diameter Manhole
3
EACH
$30,431.03 $ 91,293.09
$ 474,827.32
$ 1,974,236.91
FEE
Fixed Fee, Equal to 8% of DCC
1
LS
$ 157,938.95 $ 157,938.95
$ 157,938.95
BONDS
CMR Performance and Payment Bonds - Actual Cost, not-to-Exceed 1% of DCC
1
LS
$ 21,321.76 $ 21,322.76
CMR-managed Sub-Contractor Bond Program - Actual Cost not-to- exceed 0% of
DCC of covered Sub-Contractors (if applicable)
$ -
INSURANCE
CMR Insurances (Worker's Comp, General Liability, Auto Liability, Umbrella) -
Actual Cost, not-to-exceed 1.1% of DCC
1
LS
$ 23,688.48 $ 23,689.48
Builder's Risk - Actual Cost not-to-exceed 0% of DCC
$ -
CMR-managed Sub-Contractor Inssurance Program - Actual Cost
not-to-exceed 0% of DCC of covered Sub-Contractors (if applicable)
$ -
TAXES
Actual Cost, Equal to 5.98% of DCC + Fee + Bond + Insurance
1
LS
$ 130,195.85 $ 130,196.85
$ 175,209.09
ALLOWANCES & CONTINGENCIES
Traffic Control
1
AL
$ 206,643.20 $ 206,643.20
Off-Duty Officers
1
AL
$ 97,507.57 $ 97,507.57
Survey/GIS
1
AL
$ 11,674.76 $ 11,674.76
Quality Control Material Testing
1
AL
$ 14,009.71 $ 14,009.71
Odor Control Allowance
1
AL
$ 17,512.14 $ 17,512.14
Pavement Sealing & Striping Allowance
1
AL
$ 70,048.54 $ 70,048.54
Paver & Hardscape Restoration Phase 6D Sht 5 Sta. 14+07
1
AL
$ 15,760.92 $ 15,760.92
Owner's Contingency (13.6%)
1
CONT
$ 313,804.35 $ 313,804.35
$ 3,054,346.13
City of Glendale Exhibit C - Construction Manager at Risk Agreement Cost of the Work (May 15, 2023)
INDIRECT CONSTRUCTION COSTS (ICC)
SUBTOTAL INDIRECT CONSTRUCTION COST (ICC)
TOTAL GMP = DCC + FEE + ICC
ADDITIONAL GMP PROPOSAL REQUIREMENTS AND INFORMATION
Attach to this Cost of the Work a detailed breakdown of the complete GMP, including General Conditions, using the CM@Risk's own format.
GMP-002 Rev-1 SCHEDULE OF VALUES
General Items
Phase 6B
B&F Contracting, Inc.
CONSTRUCTION MANAGER AT RISK AGREEMENT - Exhibit C - Cost of the Work
DIRECT CONSTRUCTION COST
General Items Subototal:
SUBTOTAL DIRECT CONSTRUCTION COST (DCC)
CONSTRUCTION PHASE FEE
SUBTOTAL CONSTRUCTION PHASE FEE
Phase 6D
Phase 6B Subototal:
Phase 6D Subototal:
Cost Detail with Manhours
Project Name:
Phase 6B & 6D Sewer & MH Rehab (Alt Junction
Structure)
Customer:
City of Glendale
Job Number:
24-3001-PH B
& D
Bid Number: 212231
Billing Address:
5850 West Glendale Ave, Suite 315
Bid As:
Prime Contractor
Glendale, AZ 85301 USA
Estimator:
Phone:
Travis Monk
Project Address:
67th Ave & Northern, Glendale, AZ
Contact:
Michael Johnson
Completion Date:
5/9/2025
Pay Items
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
Phase: General Items
1.00 LS
196.00
196.00
$51,766.53
$51,766.53
1 - Mobilization/Demobilization
Phase 6B CIPP Mobilization
1.00 EACH
$1,209.00
$1,209.00
Phase 6D CIPP Mobilization
1.00 EACH
$1,209.00
$1,209.00
Mobilization/Demobilization
16.00 TRIP
64.00
4.00
$648.48
$10,375.60
GC-Mobilization Crew (2.00 TRIP/DY, 8.00 DY)
16.00 TRIP
64.00
4.00
$551.60
$8,825.60
Pipe Material Buy
2.00 LS
$775.00
$1,550.00
Equipment Moves
3.00 TRIP
12.00
4.00
$551.60
$1,654.80
GC-Mobilization Crew (2.00 TRIP/DY, 1.50 DY)
3.00 TRIP
12.00
4.00
$551.60
$1,654.80
Shoring & Plates Delivery/Pickup
8.00 TRIP
$250.00
$2,000.00
Project Signs
2.00 EACH
0.00
0.00
$790.00
$1,580.00
Furnish Signs
3.00 EACH
$250.00
$750.00
Labor For Delivery & Initial Setting Of Sigsn
4.00 HR
$95.00
$380.00
Spring Stand Rental 3 Each X 30 Days
60.00 DY
$7.50
$450.00
Construction Water
1.00 LS
$4,750.00
$4,750.00
Water Meter
1.00 EACH
$1,500.00
$1,500.00
Street Sweeping
24.00 HR
$125.00
$3,000.00
Slide Rail Delivery/Pickup
1.00 LS
$6,500.00
$6,500.00
Dust Permit
1.00 EACH
$1,080.00
$1,080.00
Pothole
20.00 EACH
120.00
6.00
$845.41
$16,908.13
GC-Combo Hydro Truck Crew (3.00 EACH/DY,
6.67 DY)
20.00 EACH
120.00
6.00
$845.41
$16,908.13
5.00 MO
1,760.00
352.00
$53,048.64
$265,243.20
2 - General Conditions
Yard Rent
5.00 MO
$3,500.00
$17,500.00
Portable Toilets (Delivery, Rental, Servicing, &
Pickup)
5.00 MO
$600.00
$3,000.00
Temporary Fence (Delivery, Rental, Pickup)
5.00 MO
$750.00
$3,750.00
Project Manager
55.00 DY
440.00
8.00
$1,032.64
$56,795.20
JI-Project Manager
440.00 HR
440.00
1.00
$129.08
$56,795.20
10/28/2024 8:23:58 PM
Page 1 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
5.00 MO
1,760.00
352.00
$53,048.64
$265,243.20
2 - General Conditions
JI-Project Manager Crew (8.00 HR/DY, 55.00
DY)
440.00 HR
440.00
1.00
$129.08
$56,795.20
Project Superintendent
110.00 DY
880.00
8.00
$956.64
$105,230.40
JI-Project Superintendent
880.00 HR
880.00
1.00
$119.58
$105,230.40
JI-Project Superintendent Crew (8.00 HR/DY,
110.00 DY)
880.00 HR
880.00
1.00
$119.58
$105,230.40
Project Engineer
55.00 DY
440.00
8.00
$842.32
$46,327.60
JI-Project Engineer
440.00 HR
440.00
1.00
$105.29
$46,327.60
JI-Project Engineer Crew (8.00 HR/DY, 55.00
DY)
440.00 HR
440.00
1.00
$105.29
$46,327.60
Small Tools & Supplies
7,880.00 MH
0.00
0.00
$3.00
$23,640.00
Small Tools & Supplies
7,880.00 MH
$3.00
$23,640.00
Water & Ice
20.00 WK
$125.00
$2,500.00
Connex Box
5.00 MO
$550.00
$2,750.00
Dumpster Service
5.00 MO
$500.00
$2,500.00
Field Communication Devices
5.00 MO
$250.00
$1,250.00
Phase: Phase 6B
2,494.00 LF
192.00
0.08
$11.95
$29,796.64
3 - Cleaning & Pre-CCTV Existing 12" Sewer
Cleaning Support Crew
2,494.00 LF
96.00
0.04
$5.31
$13,243.04
Cleaning Support Crew (623.50 LF/DY, 4.00 DY)
2,494.00 LF
96.00
0.04
$5.31
$13,243.04
Sewer Cleaning & Pre-CCTV
2,494.00 LF
96.00
0.04
$6.64
$16,553.60
Vactor Cleaning & CCTV Crew (623.50 EACH/DY,
4.00 DY)
2,494.00 EACH
96.00
0.04
$6.64
$16,553.60
2,494.00 LF
192.00
0.08
$66.89
$166,811.84
4 - Install 12" CIPP Liner Per Spec No. 02767
CIPP Support Crew
2,494.00 LF
192.00
0.08
$10.89
$27,147.84
CIPP Support Crew (311.75 LF/DY, 8.00 DY)
2,494.00 LF
192.00
0.08
$10.89
$27,147.84
CIPP Lining Sub
2,494.00 EACH
$56.00
$139,664.00
2,494.00 LF
48.00
0.02
$6.72
$16,762.96
5 - Post-CIPP Cleaning & CCTV Inspection (Pano)
Subcontractor - Pano
2,494.00 LF
$4.00
$9,976.00
CCTV & Flow Management Support Crew
2,494.00 LF
48.00
0.02
$2.72
$6,786.96
CIPP Support Crew (1,247.00 LF/DY, 2.00 DY)
2,494.00 LF
48.00
0.02
$2.72
$6,786.96
1.00 EACH
12.00
12.00
$2,580.53
$2,580.53
6 - Remove & Replace Frame & Cover
RH-Manhole Adjust Crew (2.00 EACH/DY, 0.50 DY)
1.00 EACH
12.00
12.00
$1,207.28
$1,207.28
Ready Mix Concrete - MAG AA 4000
1.05 CY
$165.00
$173.25
Shortload
1.00 UNIT
$250.00
$250.00
Frame & Cover - Manhole Frame & Cover 30in
1.00 EACH
$950.00
$950.00
1.00 EACH
12.00
12.00
$1,630.53
$1,630.53
7 - Adjust Frame & Cover To Grade
RH-Manhole Adjust Crew (2.00 EACH/DY, 0.50 DY)
1.00 EACH
12.00
12.00
$1,207.28
$1,207.28
Ready Mix Concrete - MAG AA 4000
1.05 CY
$165.00
$173.25
Shortload
1.00 UNIT
$250.00
$250.00
570.40 SF
0.00
0.00
$38.00
$21,675.20
8 - Repair & Coat Chimney, Cone, & Wall
Manhole Sub - Repair & Coat Chimney, Cone, &
Wall
570.40 SF
$38.00
$21,675.20
5.00 EACH
0.00
0.00
$900.00
$4,500.00
9 - Repair & Coat Bench
Manhole Sub - Repair & Coat Bench
5.00 EACH
$900.00
$4,500.00
3.00 EACH
0.00
0.00
$400.00
$1,200.00
10 - Repair/Reshape & Coat Channel
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 2 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
3.00 EACH
0.00
0.00
$400.00
$1,200.00
10 - Repair/Reshape & Coat Channel
Manhole Sub - Repair/Reshape & Coat Channel
3.00 EACH
$400.00
$1,200.00
2.00 EACH
0.00
0.00
$400.00
$800.00
11 - Inspect & Assess Manhole
Manhole Sub
2.00 EACH
$400.00
$800.00
11.00 EACH
48.00
4.36
$656.96
$7,226.52
12 - CIPP Liner End Seal Or Line Through & Cut
Out Access
CIPP Support Crew
11.00 EACH
48.00
4.36
$601.96
$6,621.52
CIPP Support Crew (5.50 LF/DY, 2.00 DY)
11.00 LF
48.00
4.36
$601.96
$6,621.52
CIPP Lining Sub
11.00 EACH
$55.00
$605.00
1.00 EACH
0.00
0.00
$145.00
$145.00
13 - Cut & Remove CIPP Coupon To Reinstate
Tap
CIPP Lining Sub
1.00 EACH
$145.00
$145.00
22.00 EACH
96.00
4.36
$677.20
$14,898.32
14 - Remove Hanging Gasket
Cleaning Support Crew
22.00 EACH
48.00
2.18
$300.98
$6,621.52
Cleaning Support Crew (11.00 LF/DY, 2.00 DY)
22.00 LF
48.00
2.18
$300.98
$6,621.52
Sewer Cleaning & Pre-CCTV
22.00 LF
48.00
2.18
$376.22
$8,276.80
Vactor Cleaning & CCTV Crew (11.00 EACH/DY,
2.00 DY)
22.00 EACH
48.00
2.18
$376.22
$8,276.80
35.00 LF
312.00
8.91
$1,717.63
$60,117.22
15 - Remove & Replace Existing 12" VCP Sewer
Dig & Remove Pipe
35.00 LF
288.00
8.23
$894.98
$31,324.16
SL-VCP 12in Diameter Crew (8.75 LF/DY, 4.00
DY)
35.00 LF
288.00
8.23
$894.98
$31,324.16
Dump Fees
8.00 EACH
$75.00
$600.00
Haul-Off Spoils
8.00 LOAD
24.00
3.00
$404.70
$3,237.60
Trucking/Haul-Off (5.33 LOAD/DY, 1.50 DY)
8.00 LOAD
24.00
3.00
$404.70
$3,237.60
Pipe Material Buy
1.00 LS
$3,707.00
$3,707.00
Ready Mix - Slurry ABC Slurry 1/2 Sack
176.40 CY
$117.65
$20,753.46
Aggregate - ABC MAG Spec
22.00 TON
$22.50
$495.00
81.00 SY
17.00
0.21
$102.38
$8,292.77
16 - Remove & Replace Asphalt
Sawcut & Remove Asphalt
81.00 SY
17.00
0.21
$22.38
$1,812.77
CP-Sawcutting Small Crew (162.00 SY/DY, 0.50
DY)
81.00 SY
12.00
0.15
$14.99
$1,214.48
Trucking/Haul-Off (162.00 SF/DY, 0.50 DY)
81.00 SF
5.00
0.06
$7.39
$598.29
Asphalt Replacement
81.00 SY
$80.00
$6,480.00
1.00 EACH
84.00
84.00
$24,617.57
$24,617.57
17 - Construct 5' Diameter Manhole
Excavate & Prep Manhole
1.00 EACH
72.00
72.00
$8,315.12
$8,315.12
SL-VCP 12in Diameter Crew (1.00 LF/DY, 1.00
DY)
1.00 LF
72.00
72.00
$8,315.12
$8,315.12
Dump Fees
2.00 EACH
$75.00
$150.00
Ready Mix - Slurry ABC Slurry 1/2 Sack
33.60 CY
$117.65
$3,953.04
Aggregate - ABC MAG Spec
8.80 TON
$22.50
$198.00
New Manhole Sub
1.00 EACH
$9,325.00
$9,325.00
Final Adjustment
1.00 EACH
12.00
12.00
$1,726.41
$1,726.41
RH-Manhole Adjust Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
12.00
12.00
$1,303.16
$1,303.16
Ready Mix Concrete - MAG AA 4000
1.05 CY
$165.00
$173.25
Shortload
1.00 UNIT
$250.00
$250.00
Frame & Cover - Manhole Frame & Cover 30in
1.00 EACH
$950.00
$950.00
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 3 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
1.00 EACH
248.00
248.00
$30,669.40
$30,669.40
18 - Remove Existing Manhole
Excavate, Demo, And Remove Manhole
1.00 EACH
192.00
192.00
$21,546.60
$21,546.60
SL-VCP 12in Diameter Crew (0.33 LF/DY, 3.00
DY)
1.00 LF
192.00
192.00
$21,546.60
$21,546.60
Dump Fees
14.00 EACH
$75.00
$1,050.00
Haul-Off
14.00 LOAD
24.00
1.71
$231.26
$3,237.60
Trucking/Haul-Off (4.67 LOAD/DY, 3.00 DY)
14.00 LOAD
24.00
1.71
$231.26
$3,237.60
Hydro Excavation Crew
2.00 DY
32.00
16.00
$2,417.60
$4,835.20
Hydro Excavation Crew (1.00 EACH/DY, 2.00 DY)
2.00 EACH
32.00
16.00
$2,417.60
$4,835.20
1.00 EACH
440.00
440.00
$200,654.93
$200,654.93
19 - Install New Concrete Junction Structure (Alt
Design 96-inch Polymer Structure)
Prep Excavation, Set Trench Protection, & Cut/Prep
Existing Pipe
1.00 EACH
192.00
192.00
$19,622.40
$19,622.40
SL-VCP 12in Diameter Crew (0.33 LF/DY, 3.00
DY)
1.00 LF
192.00
192.00
$19,622.40
$19,622.40
Install Precast Structure & Backfill
1.00 EACH
168.00
168.00
$16,384.80
$16,384.80
SL-VCP 12in Diameter Crew (0.33 LF/DY, 3.00
DY)
1.00 LF
168.00
168.00
$16,384.80
$16,384.80
Armorock Polymer Precast 96-inch Manhole
1.00 EACH
$88,400.00
$88,400.00
Ready Mix - Slurry ABC Slurry 1/2 Sack
194.25 CY
$117.65
$22,853.51
Aggregate - ABC MAG Spec
27.50 TON
$22.50
$618.75
36" VCP & Coupling
7.00 LF
$700.00
$4,900.00
Stub-out & Pipe Collar On 39" Side
1.00 EACH
80.00
80.00
$32,365.47
$32,365.47
FRP Wrap
1.00 EACH
$20,000.00
$20,000.00
CP-Concrete Replace Crew (0.50 LF/DY, 2.00 DY)
1.00 LF
80.00
80.00
$4,989.28
$4,989.28
Pipe - PVC SDR 26 Pipe 36in
14.00 LF
$368.48
$5,158.69
Concrete Forms, Stakes, Rebar, Cure, Etc.
1.00 EACH
$485.00
$485.00
Ready Mix Concrete - MAG AA 4000
10.50 CY
$165.00
$1,732.50
1.00 LS
2,692.19
2,692.19
$340,669.52
$340,669.52
20 - 39" Bypass System Setup & Teardown
Mobilization / Demobilization
24.00 TRIP
96.00
4.00
$668.92
$16,054.08
GC-Mobilization Crew (2.00 TRIP/DY, 12.00 DY)
24.00 TRIP
96.00
4.00
$668.92
$16,054.08
Dig And Replace Suction / Discharge Pit
2.00 EACH
317.33
158.67
$21,112.35
$42,224.71
RH-Excavation & Backfill Suction Pit Crew (0.33
EACH/DY, 6.00 DY)
2.00 EACH
240.00
120.00
$12,861.60
$25,723.20
Ready Mix Concrete - MAG AA 4000
2.10 CY
$185.00
$388.50
Ready Mix - Slurry ABC Slurry 1/2 Sack
26.25 CY
$117.65
$3,088.31
Manhole Barrel Sections For Pits
2.00 EACH
$675.00
$1,350.00
Frame & Cover - Manhole Frame & Cover 30in
2.10 EACH
$950.00
$1,995.00
Concrete - Short Load Fee
1.00 EACH
$250.00
$250.00
RH-Manhole Adjust Crew (2.00 EACH/DY, 1.00
DY)
2.00 EACH
24.00
12.00
$1,234.92
$2,469.84
Coating Repair
2.00 EACH
53.33
26.67
$3,479.93
$6,959.85
Manhole Coating (0.75 EACH/DY, 2.67 DY)
2.00 EACH
53.33
26.67
$2,572.43
$5,144.85
Ready Mix Concrete - C-120
22.00 BAG
$20.50
$451.00
Sewer Shield Epoxy
8.80 EACH
$155.00
$1,364.00
Trenching And Removal & Backfill
510.00 LF
1,024.00
2.01
$267.90
$136,629.48
RH-Bypass Pipe Trench, Removal, & Backfill Crew
(34.00 LF/DY, 15.00 DY)
510.00 LF
960.00
1.88
$203.42
$103,744.80
Ready Mix - Slurry ABC Slurry 1/2 Sack
163.80 CY
$117.65
$19,271.07
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 4 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
1.00 LS
2,692.19
2,692.19
$340,669.52
$340,669.52
20 - 39" Bypass System Setup & Teardown
Aggregate - ABC Non Spec
122.10 TON
$22.50
$2,747.25
Asphalt - Cold Mix
22.00 TON
$165.00
$3,630.00
CP-Sawcutting Large Crew (510.00 LF/DY, 2.00
DY)
1,020.00 LF
64.00
0.06
$5.50
$5,611.36
Dump Fee - Concrete
2.00 LOAD
$100.00
$200.00
Dump Fee - Asphlat
6.00 LOAD
$75.00
$450.00
Dump Fee - Dirt
13.00 LOAD
$75.00
$975.00
Bypass Installation
1.00 EACH
674.86
674.86
$61,527.38
$61,527.38
RH-Bypass Sewer Setup Crew (0.17 EACH/DY,
6.00 DY)
1.00 EACH
192.00
192.00
$22,055.04
$22,055.04
RH-Bypass Fusion 12-18in Crew (0.17 MO/DY,
6.00 DY)
1.00 MO
240.00
240.00
$19,628.16
$19,628.16
Set And Remove Plugs (0.50 EACH/DY, 2.00 DY)
1.00 EACH
48.00
48.00
$4,233.84
$4,233.84
Test Pipe
3,000.00 LF
94.86
0.03
$2.48
$7,431.94
Pressure Test Crew (1,012.00 LF/DY, 2.96 DY)
3,000.00 LF
94.86
0.03
$2.48
$7,431.94
Crossing Delays
5.00 EACH
100.00
20.00
$1,635.68
$8,178.40
RH-Bypass Fusion 12-18in Crew (2.00
EACH/DY, 2.50 DY)
5.00 EACH
100.00
20.00
$1,635.68
$8,178.40
Bypass Takedown
1.00 EACH
320.00
320.00
$33,576.48
$33,576.48
RH-Bypass Sewer Takedown Crew (0.13
EACH/DY, 8.00 DY)
1.00 EACH
256.00
256.00
$27,932.16
$27,932.16
RH-Pipe Pigging Crew (0.50 EACH/DY, 2.00 DY)
1.00 EACH
64.00
64.00
$5,644.32
$5,644.32
Bypass Superintendent
20.00 DY
160.00
8.00
$956.64
$19,132.80
JI-Project Superintendent
160.00 HR
160.00
1.00
$119.58
$19,132.80
JI-Project Superintendent Crew (8.00 HR/DY,
20.00 DY)
160.00 HR
160.00
1.00
$119.58
$19,132.80
Bypass Calcs
1.00 EACH
$1,500.00
$1,500.00
Hardscape Restoration
1.00 LS
100.00
100.00
$30,024.60
$30,024.60
Asphalt Restoration
284.00 SY
$80.00
$22,720.00
Concrete Restoration (C&G, Sidewalk)
3.00 LOC
100.00
33.33
$2,434.87
$7,304.60
CP-Concrete Replace Crew (1.20 LOC/DY, 2.50
DY)
3.00 LOC
100.00
33.33
$2,078.87
$6,236.60
Ready Mix Concrete - MAG AA 4000
4.20 CY
$165.00
$693.00
Shortload
1.00 UNIT
$250.00
$250.00
Concrete Forms, Stakes, Rebar, Cure, Etc.
1.00 EACH
$125.00
$125.00
32.00 DY
1,536.00
48.00
$7,791.63
$249,332.00
21 - 39" Bypass Operation
Sewer Bypass Equipment
32.00 DY
0.00
0.00
$3,102.43
$99,277.60
Sewer Bypass Equipment (1.00 DY/DY, 32.00 DY)
32.00 DY
0.00
0.00
$3,102.43
$99,277.60
Sewer Bypass Pump Watch
32.00 DY
1,536.00
48.00
$4,008.00
$128,256.00
RH-Bypass Sewer Pump Watch Crew (1.00
HR/DY, 32.00 DY)
32.00 HR
1,536.00
48.00
$4,008.00
$128,256.00
Support Equipment
32.00 DY
0.00
0.00
$681.20
$21,798.40
Phase: Phase 6D
2,466.00 LF
160.00
0.06
$9.49
$23,403.36
22 - Cleaning & Pre-CCTV Existing 8" Sewer
Cleaning Support Crew
2,466.00 LF
64.00
0.03
$2.78
$6,849.76
Cleaning Support Crew (616.50 LF/DY, 4.00 DY)
2,466.00 LF
64.00
0.03
$2.78
$6,849.76
Sewer Cleaning & Pre-CCTV
2,466.00 LF
96.00
0.04
$6.71
$16,553.60
Vactor Cleaning & CCTV Crew (616.50 EACH/DY,
4.00 DY)
2,466.00 EACH
96.00
0.04
$6.71
$16,553.60
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 5 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
2,466.00 LF
160.00
0.06
$9.49
$23,403.36
22 - Cleaning & Pre-CCTV Existing 8" Sewer
2,466.00 LF
48.00
0.02
$6.08
$15,001.32
24 - Post-CIPP Cleaning & CCTV Inspection
(Pano)
Subcontractor - Pano
2,466.00 LF
$4.00
$9,864.00
Cleaning Support Crew
2,466.00 LF
48.00
0.02
$2.08
$5,137.32
Cleaning Support Crew (822.00 LF/DY, 3.00 DY)
2,466.00 LF
48.00
0.02
$2.08
$5,137.32
2.00 EACH
24.00
12.00
$2,455.53
$4,911.06
25 - Remove & Replace Frame & Cover
RH-Manhole Adjust Crew (2.00 EACH/DY, 1.00 DY)
2.00 EACH
24.00
12.00
$1,207.28
$2,414.56
Ready Mix Concrete - MAG AA 4000
2.10 CY
$165.00
$346.50
Shortload
1.00 UNIT
$250.00
$250.00
Frame & Cover - Manhole Frame & Cover 36in
2.00 EACH
$950.00
$1,900.00
726.00 SF
0.00
0.00
$46.00
$33,396.00
26 - Repair & Coat Chimney, Cone, & Wall
Manhole Sub - Repair & Coat Chimney, Cone, &
Wall
726.00 SF
$46.00
$33,396.00
9.00 EACH
0.00
0.00
$900.00
$8,100.00
27 - Repair & Coat Bench
Manhole Sub - Repair & Coat Bench
9.00 EACH
$900.00
$8,100.00
9.00 EACH
0.00
0.00
$400.00
$3,600.00
28 - Repair/Reshape & Coat Channel
Manhole Sub - Repair/Reshape & Coat Channel
9.00 EACH
$400.00
$3,600.00
1.00 EACH
0.00
0.00
$400.00
$400.00
29 - Inspect & Assess Manhole
Manhole Sub
1.00 EACH
$400.00
$400.00
19.00 EACH
40.00
2.11
$271.28
$5,154.38
30 - CIPP Liner End Seal Or Line Through & Cut
Out Access
CIPP Support Crew
19.00 EACH
40.00
2.11
$217.28
$4,128.38
CIPP Lining Support Crew (9.50 LF/DY, 2.00 DY)
19.00 LF
40.00
2.11
$217.28
$4,128.38
CIPP Lining Sub
19.00 EACH
$54.00
$1,026.00
52.00 EACH
60.00
1.15
$317.09
$16,488.57
31 - Cut & Remove CIPP Coupon To Reinstate
Tap
CIPP Support Crew
52.00 EACH
60.00
1.15
$119.09
$6,192.57
CIPP Lining Support Crew (17.33 LF/DY, 3.00 DY)
52.00 LF
60.00
1.15
$119.09
$6,192.57
CIPP Lining Sub
52.00 EACH
$198.00
$10,296.00
3.00 EACH
16.00
5.33
$2,570.81
$7,712.44
32 - Install SLC Seal
Flow Management Support Crew
3.00 LF
16.00
5.33
$570.81
$1,712.44
Support Crew (3.00 LF/DY, 1.00 DY)
3.00 LF
16.00
5.33
$570.81
$1,712.44
Subcontractor - Top Hat
3.00 EACH
$2,000.00
$6,000.00
14.00 EACH
132.00
9.43
$1,329.13
$18,607.77
33 - Cut Intruding Tap Prior To CIPP
Flow Management Support Crew
14.00 EACH
60.00
4.29
$442.33
$6,192.57
Flow Management Support Crew (4.67 EACH/DY,
3.00 DY)
14.00 EACH
60.00
4.29
$442.33
$6,192.57
Sewer Cleaning & Pre-CCTV
14.00 EACH
72.00
5.14
$886.80
$12,415.20
Vactor Cleaning & CCTV Crew (4.67 EACH/DY,
3.00 DY)
14.00 EACH
72.00
5.14
$886.80
$12,415.20
60.00 LF
444.00
7.40
$1,062.55
$63,753.14
34 - Remove & Replace Existing 8" VCP Sewer
Dig & Remove Pipe
60.00 LF
432.00
7.20
$849.97
$50,998.32
SL-VCP 8in Art Medium Diameter Crew (6.67
LF/DY, 9.00 DY)
60.00 LF
432.00
7.20
$849.97
$50,998.32
Sawcut & Remove Asphalt
60.00 SY
12.00
0.20
$20.24
$1,214.48
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 6 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
60.00 LF
444.00
7.40
$1,062.55
$63,753.14
34 - Remove & Replace Existing 8" VCP Sewer
CP-Sawcutting Small Crew (120.00 SY/DY, 0.50
DY)
60.00 SY
12.00
0.20
$20.24
$1,214.48
Dump Fees
8.00 EACH
$75.00
$600.00
Pipe Material Buy
1.00 LS
$1,525.60
$1,525.60
Ready Mix - Slurry ABC Slurry 1/2 Sack
72.45 CY
$117.65
$8,523.74
Aggregate - ABC MAG Spec
39.60 TON
$22.50
$891.00
67.00 SY
12.00
0.18
$188.13
$12,604.48
35 - Remove & Replace Asphalt
Sawcut & Remove Asphalt
67.00 SY
12.00
0.18
$18.13
$1,214.48
CP-Sawcutting Small Crew (134.00 SY/DY, 0.50
DY)
67.00 SY
12.00
0.18
$18.13
$1,214.48
Asphalt Replacement
67.00 SY
$170.00
$11,390.00
1.00 EACH
156.00
156.00
$34,335.97
$34,335.97
36 - Remove Existing 45-Bends & Install 6'
Diameter Manhole
Excavate, Prep Manhole, & Backfill
1.00 EACH
144.00
144.00
$15,274.56
$15,274.56
SL-VCP 8in Art Medium Diameter Crew (0.33
LF/DY, 3.00 DY)
1.00 LF
144.00
144.00
$15,274.56
$15,274.56
Dump Fees
2.00 EACH
$75.00
$150.00
Ready Mix - Slurry ABC Slurry 1/2 Sack
45.15 CY
$117.65
$5,311.90
Aggregate - ABC MAG Spec
19.80 TON
$22.50
$445.50
New 6' Dia. Manhole Sub
1.00 EACH
$10,125.00
$10,125.00
Frame & Cover - Manhole Frame & Cover 30in
1.00 EACH
$950.00
$950.00
Final Adjustment
1.00 EACH
12.00
12.00
$1,726.41
$1,726.41
RH-Manhole Adjust Crew (2.00 EACH/DY, 0.50
DY)
1.00 EACH
12.00
12.00
$1,303.16
$1,303.16
Ready Mix Concrete - MAG AA 4000
1.05 CY
$165.00
$173.25
Shortload
1.00 UNIT
$250.00
$250.00
Pipe Material Buy
1.00 LS
$352.60
$352.60
3.00 EACH
516.00
172.00
$30,430.94
$91,292.83
37 - Remove Flushing Tank & Install 5' Diameter
Manhole
Excavate & Prep Manhole
3.00 EACH
432.00
144.00
$15,857.36
$47,572.08
SL-VCP 8in Art Medium Diameter Crew (0.33
LF/DY, 9.00 DY)
3.00 LF
432.00
144.00
$15,857.36
$47,572.08
Hydro Excavation Crew
3.00 DY
48.00
16.00
$2,368.56
$7,105.68
Hydro Excavation Crew (1.00 EACH/DY, 3.00 DY)
3.00 EACH
48.00
16.00
$2,368.56
$7,105.68
Dump Fees
8.00 EACH
$75.00
$600.00
Ready Mix - Slurry ABC Slurry 1/2 Sack
75.60 CY
$117.65
$8,894.34
Aggregate - ABC MAG Spec
30.80 TON
$22.50
$693.00
New 5' Dia. Manhole Sub
3.00 EACH
$6,415.00
$19,245.00
Frame & Cover - Manhole Frame & Cover 30in
3.00 EACH
$950.00
$2,850.00
Final Adjustment
3.00 EACH
36.00
12.00
$1,444.24
$4,332.73
RH-Manhole Adjust Crew (2.00 EACH/DY, 1.50
DY)
3.00 EACH
36.00
12.00
$1,303.16
$3,909.48
Ready Mix Concrete - MAG AA 4000
1.05 CY
$165.00
$173.25
Shortload
1.00 UNIT
$250.00
$250.00
2,466.00 LF
160.00
0.06
$55.17
$136,061.20
23 - Install 8" CIPP Liner
CIPP Support Crew
2,466.00 LF
160.00
0.06
$7.17
$17,693.20
CIPP Lining Support Crew (246.60 LF/DY, 10.00
DY)
2,466.00 LF
160.00
0.06
$7.17
$17,693.20
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 7 of 9
Description
Quantity UM
Hours
Man
per Unit
Man Hours
Direct Cost
Direct Cost
Unit
Total
2,466.00 LF
160.00
0.06
$55.17
$136,061.20
23 - Install 8" CIPP Liner
CIPP Lining Sub 8" CIPP
2,466.00 EACH
$48.00
$118,368.00
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 8 of 9
Direct Cost Totals
Amount
Equipment Rented:
Direct Cost
Percent of
Equipment Owned:
Materials Owned:
Materials Purchased:
Labor:
Subcontracted:
Trucking Owned:
Trucking Hired:
Miscellaneous:
Plug:
Direct Cost:
$594,489.10
$535,182.28
$62,290.12
$250,998.52
$529,628.20
$0.00
$0.00
$1,625.00
$0.00
$0.00
$1,974,213.21
30.11%
3.16%
0.00%
26.83%
0.00%
0.00%
0.08%
0.00%
27.11%
12.71%
$1,974,236.91
Bid Price
$23.70
Pay Item Summary
Amount
Total Bond:
Total Indirect Cost:
Total Overhead:
Total Profit:
Total Direct Cost:
Total Bid Price:
$1,974,213.21
$0.00
$0.00
$0.00
Total DC Adds/Cuts:
$0.00
100.00%
0.00%
0.00%
0.00%
0.00%
0.00%
$1,974,213.21
Total Overall Cost:
$23.70
Total Margin:
100.00%
0.00%
Percent of
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:23:58 PM
Page 9 of 9
Man Hours Report - Task
Project Name:
Phase 6B & 6D Sewer & MH Rehab (Alt Junction
Structure)
Customer:
City of Glendale
Job Number:
24-3001-PH B
& D
Bid Number: 212231
Billing Address:
5850 West Glendale Ave, Suite 315
Bid As:
Prime Contractor
Glendale, AZ 85301 USA
Estimator:
Phone:
Travis Monk
Project Address:
67th Ave & Northern, Glendale, AZ
Contact:
Michael Johnson
Completion Date:
5/9/2025
Pay Items
Description
Method
Cost
Quantity
Bid
UM
Hours
Man
1 - Mobilization/Demobilization
1.00 LS
196.00
Detail
Phase 6B CIPP Mobilization
1.00 EACH
0.00
Sub.
Phase 6D CIPP Mobilization
1.00 EACH
0.00
Sub.
Mobilization/Demobilization
16.00 TRIP
64.00
Detail
Equipment Moves
3.00 TRIP
12.00
Detail
Shoring & Plates Delivery/Pickup
8.00 TRIP
0.00
Sub.
Project Signs
2.00 EACH
0.00
Detail
Construction Water
1.00 LS
0.00
Sub.
Water Meter
1.00 EACH
0.00
Sub.
Street Sweeping
24.00 HR
0.00
Sub.
Slide Rail Delivery/Pickup
1.00 LS
0.00
Sub.
Dust Permit
1.00 EACH
0.00
Sub.
Pothole
20.00 EACH
120.00
Detail
Furnish Signs
3.00 EACH
0.00
Sub.
Labor For Delivery & Initial Setting Of
Sigsn
4.00 HR
0.00
Sub.
Spring Stand Rental 3 Each X 30 Days
60.00 DY
0.00
Sub.
3 - Cleaning & Pre-CCTV Existing 12"
Sewer
2,494.00 LF
192.00
Detail
Cleaning Support Crew
2,494.00 LF
96.00
Detail
Sewer Cleaning & Pre-CCTV
2,494.00 LF
96.00
Detail
4 - Install 12" CIPP Liner Per Spec
No. 02767
2,494.00 LF
192.00
Detail
CIPP Support Crew
2,494.00 LF
192.00
Detail
CIPP Lining Sub
2,494.00 EACH
0.00
Sub.
5 - Post-CIPP Cleaning & CCTV
Inspection (Pano)
2,494.00 LF
48.00
Detail
Subcontractor - Pano
2,494.00 LF
0.00
Sub.
CCTV & Flow Management Support Crew
2,494.00 LF
48.00
Detail
6 - Remove & Replace Frame & Cover
1.00 EACH
12.00
Detail
7 - Adjust Frame & Cover To Grade
1.00 EACH
12.00
Detail
10/28/2024 8:25:18 PM
Page 1
Description
Method
Cost
Quantity
Bid
UM
Hours
Man
8 - Repair & Coat Chimney, Cone, &
Wall
570.40 SF
0.00
Detail
Manhole Sub - Repair & Coat Chimney,
Cone, & Wall
570.40 SF
0.00
Sub.
9 - Repair & Coat Bench
5.00 EACH
0.00
Detail
Manhole Sub - Repair & Coat Bench
5.00 EACH
0.00
Sub.
10 - Repair/Reshape & Coat Channel
3.00 EACH
0.00
Detail
Manhole Sub - Repair/Reshape & Coat
Channel
3.00 EACH
0.00
Sub.
11 - Inspect & Assess Manhole
2.00 EACH
0.00
Detail
Manhole Sub
2.00 EACH
0.00
Sub.
12 - CIPP Liner End Seal Or Line
Through & Cut Out Access
11.00 EACH
48.00
Detail
CIPP Support Crew
11.00 EACH
48.00
Detail
CIPP Lining Sub
11.00 EACH
0.00
Sub.
13 - Cut & Remove CIPP Coupon To
Reinstate Tap
1.00 EACH
0.00
Detail
CIPP Lining Sub
1.00 EACH
0.00
Sub.
14 - Remove Hanging Gasket
22.00 EACH
96.00
Detail
Cleaning Support Crew
22.00 EACH
48.00
Detail
Sewer Cleaning & Pre-CCTV
22.00 LF
48.00
Detail
15 - Remove & Replace Existing 12"
VCP Sewer
35.00 LF
312.00
Detail
Dig & Remove Pipe
35.00 LF
288.00
Detail
Dump Fees
8.00 EACH
0.00
Sub.
Haul-Off Spoils
8.00 LOAD
24.00
Detail
16 - Remove & Replace Asphalt
81.00 SY
17.00
Detail
Sawcut & Remove Asphalt
81.00 SY
17.00
Detail
Asphalt Replacement
81.00 SY
0.00
Sub.
17 - Construct 5' Diameter Manhole
1.00 EACH
84.00
Detail
Excavate & Prep Manhole
1.00 EACH
72.00
Detail
Dump Fees
2.00 EACH
0.00
Sub.
New Manhole Sub
1.00 EACH
0.00
Sub.
Final Adjustment
1.00 EACH
12.00
Detail
18 - Remove Existing Manhole
1.00 EACH
248.00
Detail
Excavate, Demo, And Remove Manhole
1.00 EACH
192.00
Detail
Dump Fees
14.00 EACH
0.00
Sub.
Haul-Off
14.00 LOAD
24.00
Detail
Hydro Excavation Crew
2.00 DY
32.00
Detail
19 - Install New Concrete Junction
Structure (Alt Design 96-inch
Polymer Structure)
1.00 EACH
440.00
Detail
Prep Excavation, Set Trench Protection,
& Cut/Prep Existing Pipe
1.00 EACH
192.00
Detail
Install Precast Structure & Backfill
1.00 EACH
168.00
Detail
Stub-out & Pipe Collar On 39" Side
1.00 EACH
80.00
Detail
FRP Wrap
1.00 EACH
0.00
Sub.
2 - General Conditions
5.00 MO
1,760.00
Detail
Yard Rent
5.00 MO
0.00
Sub.
Portable Toilets (Delivery, Rental,
Servicing, & Pickup)
5.00 MO
0.00
Sub.
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:25:18 PM
Page 2
Description
Method
Cost
Quantity
Bid
UM
Hours
Man
Direct
Cost/MH
Unit
Direct Cost
Direct Cost
Total
Temporary Fence (Delivery, Rental,
Pickup)
5.00 MO
0.00
Sub.
Project Manager
55.00 DY
440.00
Detail
Project Superintendent
110.00 DY
880.00
Detail
Project Engineer
55.00 DY
440.00
Detail
Small Tools & Supplies
7,880.00 MH
0.00
Detail
Water & Ice
20.00 WK
0.00
Sub.
Connex Box
5.00 MO
0.00
Sub.
Dumpster Service
5.00 MO
0.00
Sub.
Field Communication Devices
5.00 MO
0.00
Sub.
JI-Project Manager
440.00 HR
440.00
Detail
JI-Project Superintendent
880.00 HR
880.00
Detail
JI-Project Engineer
440.00 HR
440.00
Detail
22 - Cleaning & Pre-CCTV Existing 8"
Sewer
2,466.00 LF
160.00
Detail
Cleaning Support Crew
2,466.00 LF
64.00
Detail
Sewer Cleaning & Pre-CCTV
2,466.00 LF
96.00
Detail
24 - Post-CIPP Cleaning & CCTV
Inspection (Pano)
2,466.00 LF
48.00
Detail
Subcontractor - Pano
2,466.00 LF
0.00
Sub.
Cleaning Support Crew
2,466.00 LF
48.00
Detail
25 - Remove & Replace Frame &
Cover
2.00 EACH
24.00
Detail
26 - Repair & Coat Chimney, Cone, &
Wall
726.00 SF
0.00
Detail
Manhole Sub - Repair & Coat Chimney,
Cone, & Wall
726.00 SF
0.00
Sub.
27 - Repair & Coat Bench
9.00 EACH
0.00
Detail
Manhole Sub - Repair & Coat Bench
9.00 EACH
0.00
Sub.
28 - Repair/Reshape & Coat Channel
9.00 EACH
0.00
Detail
Manhole Sub - Repair/Reshape & Coat
Channel
9.00 EACH
0.00
Sub.
29 - Inspect & Assess Manhole
1.00 EACH
0.00
Detail
Manhole Sub
1.00 EACH
0.00
Sub.
30 - CIPP Liner End Seal Or Line
Through & Cut Out Access
19.00 EACH
40.00
Detail
CIPP Support Crew
19.00 EACH
40.00
Detail
CIPP Lining Sub
19.00 EACH
0.00
Sub.
31 - Cut & Remove CIPP Coupon To
Reinstate Tap
52.00 EACH
60.00
Detail
CIPP Support Crew
52.00 EACH
60.00
Detail
CIPP Lining Sub
52.00 EACH
0.00
Sub.
32 - Install SLC Seal
3.00 EACH
16.00
Detail
Flow Management Support Crew
3.00 LF
16.00
Detail
Subcontractor - Top Hat
3.00 EACH
0.00
Sub.
33 - Cut Intruding Tap Prior To CIPP
14.00 EACH
132.00
Detail
Flow Management Support Crew
14.00 EACH
60.00
Detail
Sewer Cleaning & Pre-CCTV
14.00 EACH
72.00
Detail
34 - Remove & Replace Existing 8"
VCP Sewer
60.00 LF
444.00
Detail
Dig & Remove Pipe
60.00 LF
432.00
Detail
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:25:18 PM
Page 3
Description
Method
Cost
Quantity
Bid
UM
Hours
Man
Sawcut & Remove Asphalt
60.00 SY
12.00
Detail
Dump Fees
8.00 EACH
0.00
Sub.
35 - Remove & Replace Asphalt
67.00 SY
12.00
Detail
Sawcut & Remove Asphalt
67.00 SY
12.00
Detail
Asphalt Replacement
67.00 SY
0.00
Sub.
36 - Remove Existing 45-Bends &
Install 6' Diameter Manhole
1.00 EACH
156.00
Detail
Excavate, Prep Manhole, & Backfill
1.00 EACH
144.00
Detail
Dump Fees
2.00 EACH
0.00
Sub.
New 6' Dia. Manhole Sub
1.00 EACH
0.00
Sub.
Final Adjustment
1.00 EACH
12.00
Detail
37 - Remove Flushing Tank & Install
5' Diameter Manhole
3.00 EACH
516.00
Detail
Excavate & Prep Manhole
3.00 EACH
432.00
Detail
Hydro Excavation Crew
3.00 DY
48.00
Detail
Dump Fees
8.00 EACH
0.00
Sub.
New 5' Dia. Manhole Sub
3.00 EACH
0.00
Sub.
Final Adjustment
3.00 EACH
36.00
Detail
23 - Install 8" CIPP Liner
2,466.00 LF
160.00
Detail
CIPP Support Crew
2,466.00 LF
160.00
Detail
CIPP Lining Sub 8" CIPP
2,466.00 EACH
0.00
Sub.
20 - 39" Bypass System Setup &
Teardown
1.00 LS
2,692.19
Detail
Mobilization / Demobilization
24.00 TRIP
96.00
Detail
Dig And Replace Suction / Discharge Pit
2.00 EACH
317.33
Detail
Trenching And Removal & Backfill
510.00 LF
1,024.00
Detail
Bypass Installation
1.00 EACH
674.86
Detail
Bypass Takedown
1.00 EACH
320.00
Detail
Bypass Superintendent
20.00 DY
160.00
Detail
Bypass Calcs
1.00 EACH
0.00
Sub.
Hardscape Restoration
1.00 LS
100.00
Detail
Coating Repair
2.00 EACH
53.33
Detail
Test Pipe
3,000.00 LF
94.86
Detail
Crossing Delays
5.00 EACH
100.00
Detail
JI-Project Superintendent
160.00 HR
160.00
Detail
Asphalt Restoration
284.00 SY
0.00
Sub.
Concrete Restoration (C&G, Sidewalk)
3.00 LOC
100.00
Detail
21 - 39" Bypass Operation
32.00 DY
1,536.00
Detail
Sewer Bypass Equipment
32.00 DY
0.00
Detail
Sewer Bypass Pump Watch
32.00 DY
1,536.00
Detail
Support Equipment
32.00 DY
0.00
Detail
9,653.19
Pay Item Totals:
Summary Totals:
9,653.19
Phase 6B & 6D Sewer & MH Rehab (Alt Junction Structure)
10/28/2024 8:25:18 PM
Page 4
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
EXHIBIT E
Construction Documents necessary to define Scope of Work and Deliverables for the
Construction Phase Services, including plans, designs, drawings, specifications and other
required Contract Documents
(190 pages - To be Incorporated by Amendment)
EXHIBIT E: CONSTRUCTION DOCUMENTS
SEWER & MANHOLE REHABILITATION, PHASE 6B & 6D
COG PROJECT NUMBER: 212231
GMP-002 REV-1
DOCUMENTS:
•
Sewer & Manhole Rehabilitation, Phase 6B
o Drawings: City of Glendale, Glendale, Arizona – Project No. 212231 Sewer & Manhole
Rehabilitation, Phase 6B Sealed 7-29-2024
o Technical Specifications: City of Glendale, Water Services Department – Sewer & Manhole
Rehabilitation Phase 6B (Area 7 & 9) Project No. 212231 Sealed 1-26-2024
•
Sewer & Manhole Rehabilitation, Phase 6D
o Drawings: City of Glendale, Glendale, Arizona – Project No. 212231 Sewer & Manhole
Rehabilitation, Phase 6D Sealed 7-29-2024
o Technical Specifications: City of Glendale, Water Services Department – Sewer & Manhole
Rehabilitation Phase 6D (Area 1 & 3) Project No. 212231 Sealed 1-26-2024
•
Sewer & Manhole Rehabilitation, Phase 6B & 6D Scope of Work Description
•
Sewer & Manhole Rehabilitation, Phase 6B Supplemental Exhibits
o Conceptual Bypass Drawing
o Existing 39-inch Sewer Flow Data (Utilized for 67th Ave & Butler 39-inch Bypass)
o Alternate Junction Structure Design (Armorock 72-inch Polymer Manhole)
PROJECT # 212231
SEWER & MANHOLE
REHABILITATION, PHASE 6B
VICINITY MAP
PINNACLE PEAK RD.
DEER VALLEY RD.
BEARDSLEY RD.
UNION HILLS DR.
BELL RD.
GREENWAY RD.
THUNDERBIRD RD.
CACTUS RD
PEORIA AVE.
OLIVE AVE.
NORTHERN AVE.
GLENDALE AVE.
BETHANY HOME RD.
CAMELBACK RD.
GRAND AVE./ U.S.60
115TH AVE
107TH AVE.
99TH AVE.
91ST AVE.
83RD AVE.
75TH AVE.
67TH AVE.
59TH AVE.
51ST AVE.
43RD AVE.
EL MIRAGE RD.
SARIVAL AVE.
REEMS RD.
BULLARD AVE.
LITCHFIELD RD.
DYSART RD.
LOOP 303
COTTON LN.
CITRUS RD.
PERRYVILLE RD.
LOOP 101
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
CITY OF GLENDALE
1
16
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
GLENDALE, ARIZONA
HC
CITY OF GLENDALE
DSC # _ _ _ _ _ _
212231
TPB
MVL
SHEET INDEX
COVER SHEET
101
LOOP
101
LOOP
SEWER & MANHOLE REHABILITATION, PHASE 6B
AREAS 7 & 9
COVER SHEET
KEY MAP SHEET
CONTROL SHEET
GENERAL NOTES, LEGEND, & ABBREVIATIONS
AREA 7 - SEWER PLAN
AREA 9 - SEWER PLAN AND PROFILE SHEETS
MANHOLE REHABILITATION SCHEDULE & DETAILS
MANHOLE DETAILS
MH0129450 RECONSTRUCTION SHEETS
1
2
3
4
5 - 7
8
9
10 - 11
S-1 - S-7
SHT. #
67TH AVE.
GLENDALE AVE.
NORTHERN AVE.
OLIVE AVE.
BUTLER DR.
ORANGEWOOD AVE.
71ST AVE.
63RD AVE.
AREA 9
PROJECT
SITE
AREA 7
PROJECT
SITE
GRAND AVE.
MAYOR
CITY COUNCIL
JERRY P. WEIERS
CITY CLERK
CITY ATTORNEY
JULIE K. BOWER
MICHAEL D. BAILEY
CITY MANAGER
KEVIN R. PHELPS
LEANDRO BALDENEGRO
JOYCE V. CLARK
IAN HUGH
RAY MALNAR
LAUREN TOLMACHOFF
BART TURNER
2
AREAS 7 & 9
KEY MAP
NONE
LEGEND
SEWER SHEET
KEY MAP AREA 7
KEY MAP AREA 9
ORANGEWOOD AVE
FRIER DR
NORTHERN AVE
67TH AVE
GRAND AVE
68TH AVE
67TH AVE
BUTLER DR
MH 0128192
MH 0140053
MH 0128674
MH 0128675
MH 0140057
MH 0128676
MH 0297498
MH 0128677
MH 0140060
MH 0140062
MH 0140064
MH 0128649
CO 0140007
MH 0140066
MH 0140068
MH 0128997
MH 0128994
MH 0128644
MH 0128643
MH 0128642
MH 0128999
MH 0129450
MH 0129456
MH 0129454
MH 0166728
GRAND RAMP
MH 0166724
ORANGE GROVE
ESTATES
ENTRANCE
STA 902+00
STA 906+50
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
STA 708+00
STA 717+00
NEW MH 2
PROJECT BENCH MARKS
BRASS CAP IN HANDHOLE
AT THE INTERSECTION OF 75TH AVENUE & MARYLAND AVENUE
ELEVATION = 1108.558' (NAVD88 DATUM)
BRASS CAP IN HANDHOLE
AT THE INTERSECTION OF 55TH AVENUE & CAMEBACK ROAD
ELEVATION = 1127.998' (NAVD88 DATUM)
BRASS CAP FLUSH
AT THE INTERSECTION OF 51ST AVENUE & CHOLLA STREET
ELEVATION = 1213.778' (NAVD88 DATUM)
CONTROL COORDINATE TABLE
Glendale Ave
Bethany Home Road
51st Ave
67th Ave
Northern Ave
59th Ave
Missouri Ave
43rd Ave
Camelback Road
Grand Ave
Orangewood Ave
Maryland Ave
51st Ave
59th Ave
55th Ave
Cactus Rd
Peoria Ave
Olive Ave
55th Ave
Cholla St
Mountian View Rd
Butler Dr
75th Ave
47th Ave
63rd Ave
71st Ave
16
17
18
8
7
12
9
5
6
4
32
29
20
LEGEND
BRASS CAP IN HANDHOLE
BRASS CAP FLUSH
SECTION OR 14 CORNER
AREA OF SEWER & MANHOLE REHABILITATION
AREA 9
AREA 7
1"=2500' HORZ.
3
AREAS 7 & 9
CONTROL SHEET
CONTROL PLAN
Base Bid 12C 161764 Control 03 DWG
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
GENERAL NOTES, LEGEND & ABBREVIATIONS
LEGEND
NO SCALE
GENERAL NOTES FOR CONSTRUCTION
GENERAL NOTES FOR STREET CONSTRUCTION
GENERAL NOTES FOR SEWER MAIN CONSTRUCTION
4
“
”
SOUTHWEST GAS NOTES
COX COMMUNICATIONS NOTES
Base Bid 12C 161764-Notes 04.DWG
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
REVISION DATE:
FILE NAME:
AUTOCAD VER.:
PLOTTING DATE:
-
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
pec job no.:W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
APS AND SRP NOTES:
ABBREVIATIONS
60
ADOT NOTES:
EX MH 0128192
STA:700+00.00, 0.00'
RIM:1136.41
EX MH 0140053
STA:700+81.22, 0.00'
RIM:1137.36
EX MH 0128674
STA:704+43.95, 0.00'
RIM:1137.18
EX MH 0128675
STA:704+61.31, 0.00'
RIM:1137.60
EX MH 0140057
STA:706+17.95, 0.00'
RIM:1137.75
TAP
STA 702+74.7±
81.22 LF OF EX 12" SEWER
362.72 LF OF EX 12" SEWER
17.36 LF OF EX 12" SEWER
156.64 LF OF EX 12" SEWER
182.05 LF OF EX 12" SEWER
EX 12" SEWER
EXISTING GROUND
AT PIPE CENTERLINE
5
AREA 7
SEWER PLAN & PROFILE
COORDINATE TABLE
CONSTRUCTION NOTES
ORANGEWOOD AVE
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
67TH AVENUE
1"=40' HORZ.
1"=4' VERT.
EX MH 0128676
STA:708+86.97, 0.00'
RIM:1138.40
EX MH 0297498
STA:711+85.00, 0.00'
RIM:1139.89
EX MH 0128677
STA:713+28.87, 0.00'
RIM:1141.21
86.97 LF OF EX 12" SEWER
298.03 LF OF EX 12" SEWER
143.88 LF OF EX 12" SEWER
371.13 LF OF EX 12" SEWER
EXISTING GROUND
AT PIPE CENTERLINE
6
AREA 7
SEWER PLAN & PROFILE
COORDINATE TABLE
CONSTRUCTION NOTES
67TH AVENUE
FRIER DR
BELMONT AVE
GRAND RAMP
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
1"=40' HORZ.
1"=4' VERT.
EX MH 0140060
STA:717+68.54, 0.00'
RIM:1141.66
EX MH 0140062
STA:722+02.58, 0.00'
RIM:1142.12
68.54 LF OF EX 12" SEWER
435.05 LF OF EX 12" SEWER
291.06 LF OF EX 12" SEWER
EX MH 010064
STA:724+93.65, 0.00
RIM: 1144.97
EXISTING GROUND
AT PIPE CENTERLINE
7
AREA 7
SEWER PLAN & PROFILE
COORDINATE TABLE
CONSTRUCTION NOTES
GRAND RAMP
67TH AVENUE
GRAND AVE 60
BNSF RR
NORTHERN AVE
SEWER & MANHOLE REHABILITATION, PHASE 6B
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
1"=40' HORZ.
1"=4' VERT.
EX MH 0129450 REMOVE
INSTALL NEW STRUCTURE
STA:904+44.46, 0.00'
RIM:1148.44
I.E:1138.50 (N)
I.E:1138.56 (S) EXISTING
I.E:1140.75 (S) NEW
I.E:1138.40 (W)
EXISTING GROUND
AT PIPE CENTERLINE
EX 39" RCP
NEW MH 2
STA:904+09.67, 0.00'
RIM:1148.37
I.E:1138.50 (N) EXISTING
I.E:1138.50 (S) EXISTING
I.E:1140.52 (N) NEW
EX 12" VCP
REMOVE 34.79 LF OF EX 12" VCP
34.79 LF OF NEW 12" VCP @ 0.0066 '/FT
1.1'
1.0' MIN.
1"=20' HORZ.
8
AREA 9
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
67TH AVENUE
BUTLER DR
SEWER & MANHOLE REHABILITATION, PHASE 6B
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Description
Date
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GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
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2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
MANHOLE REHAB SCHEDULE & DETAILS
NO SCALE
9
Base Bid 12C 161764 Detail 01 DWG
DETAIL NO.
3
MANHOLE CLOCK POSITION REFERENCE
TYPICAL COATING END TREATMENT
DETAIL NO.
4
DETAIL NO.
2
DETAIL NO.
1
SEWER & MANHOLE REHABILITATION, PHASE 6B
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GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
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2019
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2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
MANHOLE REHABILITATION DIAGRAM & TERMINOLOGY
REHABILITATION CODES
MANHOLE DETAILS
NO SCALE
10
Base Bid 12C 161764 Detail 01 DWG
TYPICAL REPAIR & COATING ON BRICK MANHOLE
ELEVATION VIEW
DETAIL NO.
5
DETAIL NO.
8
CIPP TERMINATION AT MANHOLE DETAIL
CIPP LINE THROUGH MANHOLE DETAIL
DETAIL NO.
6
DETAIL NO.
7
DETAIL NO.
9
SEWER & MANHOLE REHABILITATION, PHASE 6B
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Date
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GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
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2019
CITY OF GLENDALE
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W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
SECTION A-A
67 AVE & BUTLER DR MANHOLE STA 904+09.67 (NEW MH 2)
(SEE SHEET 8)
PLAN VIEW
NORTH
MANHOLE DETAILS
NO SCALE
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Base Bid 12C 161764 Detail 01 DWG
DETAIL NO.
10
SEWER & MANHOLE REHABILITATION, PHASE 6B
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Date
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GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
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2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
18
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
SEE PROPOSED 72-INCH
POLYMER ARMOROCK
MANHOLE IN LIEU OF
CAST-IN-PLACE JUNCTION
STRUCTURE.
SEE PROPOSED 72-INCH
POLYMER ARMOROCK
MANHOLE IN LIEU OF
CAST-IN-PLACE JUNCTION
STRUCTURE.
SEE PROPOSED 72-INCH
POLYMER ARMOROCK
MANHOLE IN LIEU OF
CAST-IN-PLACE JUNCTION
STRUCTURE.
SEE PROPOSED 72-INCH
POLYMER ARMOROCK
MANHOLE IN LIEU OF
CAST-IN-PLACE JUNCTION
STRUCTURE.
SEE PROPOSED 72-INCH
POLYMER ARMOROCK
MANHOLE IN LIEU OF
CAST-IN-PLACE JUNCTION
STRUCTURE.
CITY OF GLENDALE
WATER SERVICES DEPARTMENT
SEWER AND MANHOLE REHABILITATION
PHASE 6B (AREA 7 & 9)
PROJECT NO. 212231
TECHNICAL SPECIFICATIONS
July 2024
Prepared by:
2432 W. Peoria Avenue, Suite 1246
Phoenix, Arizona 85029
602-906-1901
CITY OF GLENDALE
WATER SERVICES DEPARTMENT
SEWER AND MANHOLE REHABILITATION
PHASE 6B (AREA 7 & 9)
PROJECT NO. 212231
TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
SECTION 02100
MANHOLE REHABILITATION
SECTION 02603
CORROSION PROTECTIVE COATING SYSTEM
SECTION 02661
DIVERSION OF SEWAGE FLOW AND DEWATERING
SECTION 02760
SEWER AND STRUCTURE CLEANING
SECTION 02761
CCTV INSPECTION OF SANITARY SEWERS
SECTION 02767
CIPP LINING OF EXISTING SANITARY SEWERS
SECTION 03600
GROUT
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-1
SECTION 02100
MANHOLE REHABILITATION
PART 1 - GENERAL
1.1 - DESCRIPTION
1.1.1. - Scope
This section specifies rehabilitation of existing sanitary sewer manholes due to
deterioration, corrosion, damage, etc., and manholes not specifically scheduled for
rehabilitation that may be altered with this project for other purposes such as
bypass pumping suction/discharge pits. Rehabilitation will restore the manholes
and provide protection against infiltration and corrosion to the manhole interior.
Corrosion protection of existing manholes in the sewer project consists of the
installment of an approved protective coating or replacement of the manhole.
Manholes shall be rehabilitated according to the Contract Documents.
1.1.2. - Requirements
A. CONTRACTOR shall furnish all labor, materials, and equipment required to
clean, modify, and apply specified rehabilitation system to the structures
indicated on the Contract Documents or to remove and/or remove and replace
with manholes. CONTRACTOR shall comply with the local authority and all
Occupational Safety and Health Administration (OSHA) requirements for
confined space entry.
B. CONTRACTOR shall field verify all manhole dimensions prior to the purchase
of materials to be used for the rehabilitation of manholes.
C. All materials specified by name brand or manufacturer shall be delivered
unopened to the job in original containers. All safety precautions recommended
by the manufacturer in printed instructions or special bulletins shall be obtained
and followed.
D. Application of the specified rehabilitation system shall be performed by a
contractor certified and trained by the manufacturer.
E. In this specification, unless otherwise specifically noted, the word “manhole”
shall mean “sewer structure” and shall encompass sewer manholes, sewage
lift station wet wells, sewer diversion structures, sewer junction structures, and
other sewer structures. It also encompasses sewer pipes (or portions thereof)
that are located within the sewer structure but does not include sewer pipes (or
portions thereof) that are located outside of the limits of the structure.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-2
F. In this specification, “existing manholes” shall mean those manholes that are
(or were) not constructed as part of this project work.
G. Where required by the Contract Documents; existing manholes shall be
rehabilitated and an approved corrosion protective coating applied to their
interior surfaces or a structural insert installed, as specified herein.
H. The approved coating system (as specified herein) shall be applied to all
exposed brick, concrete, grout, mortar, and cementitious surfaces within the
manhole, including unlined concrete pipes within the manhole, bench-to-pipe
transitions, bench, risers, cones, adjusting rings, etc. Coating of the metallic
manhole frame and cover is not required.
1.1.3. - References
Comply with the applicable provisions and recommendations of the following,
unless otherwise shown or specified.
Reference
Title
ASTM C478
Standard Specification for Precast Concrete Manhole Sections
ASTM D16
Standard Terminology for Paint, Coatings, Materials, etc.
ASTM D412
Standard Test Methods for Vulcanized Rubber and Thermoplastic Rubber and
Thermoplastic Elastomers-Tension
ASTM D638
Standard Test Method for Tensile Properties of Plastics
ASTM D790
Standard Test Methods for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials
ASTM D3359
Standard Test Methods for Measuring Adhesion by Tape Test
ASTM D3960
Standard Practice for Determining Volatile Organic Compound (VOC) Content
of Paints and Related Coatings
MAG 601
Trench Excavation, Backfilling and Compaction
MAG 625
Manhole Construction and Drop Sewer Connections
MAG 725
Portland Cement Concrete
MAG 741
Lining for Reinforced Concrete Sanitary Sewer Pipe
NASSCO
MACP
National Association of Sewer Service Companies, Manhole Assessment and
Certification Program
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-3
1.2 - QUALITY ASSURANCE
Rehabilitated or restored manholes shall be inspected by the ENGINEER prior to
coating and documented with photographs per PART 3 – POST-EXECUTION,
literal D of this section.
1.3 - GUARANTEE
All structural rehabilitation work performed by the CONTRACTOR shall be
guaranteed against faulty workmanship and/or materials for a period of one (1)
year after final acceptance of work.
PART 2 - EXECUTION
2.1 - SEQUENCE OF REHABILITATION
If the manhole, bench, or channel are coded to be rehabilitated, then cleaning,
coating, structural insert, and testing activities shall be done simultaneously.
The following numerals of sequence of rehabilitation include all the tasks that need
to be performed to rehabilitate a manhole.
Refer to the Contract Documents to identify all manholes included for rehabilitation
and which rehabilitation tasks are included for each manhole.
2.1.1. - Remove and Replace Manhole Collar, Frame and Cover
A. Removal of the existing defective collar, frame and cover is included in this item
of work and shall be completed and disposed of by the CONTRACTOR at a
suitable location for disposal.
B. Replacement and installation of the collar, frame and cover shall be per MAG
Standard Details 422 and 423. Cast iron frames and covers shall be Class 35
with weights and dimensions in conformance with MAG Standard Detail 423.
C. Cleaning or coating of the adjustment rings shall be included in the replacement
of the frame and cover. Cleaning and coating of the adjustment rings shall be
per Cleaning and Preparation Activities of SECTION 02603.
2.1.2. - Adjust Frame and Cover to Grade
A. Adjust frame and cover to grade includes locating buried or otherwise not
visible frame and cover, excavating buried frame and cover, and raising to
grade in accordance with MAG Standard Detail 422.
B. Adjusting rings used to raise the frame and cover to grade shall be coated with
an approved protective coating in accordance with SECTION 2603.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-4
2.1.3. - Repair and Coat Chimney, Cone and Wall
Repair and Coat Chimney, Cone and Wall of existing manholes shall include the
following activities:
A. Cleaning the manhole, removing corroded/deteriorated materials from the
manhole, and otherwise preparing the manhole for one of the approved coating
systems per SECTION 02603.
B. Applying one of the approved coatings as specified herein SECTION 02603.
C. Testing the finished surface, as required herein SECTION 02603.
D. Repairs to the interior of the manhole do not include the bench or channel.
Repairs to the bench and channel are included as separate rehabilitation tasks.
E. For manholes coded for rehabilitation with an approved coating system, the
entire manhole interior shall be coated including the adjustment rings, cone,
riser section, bench, and channel. For manholes coded for rehabilitation with
an approved structural insert system, any of the manhole components not
protected by the structural insert shall be coated.
F. The coating system shall also extend to the water line of the manhole unless
the channel consists of a corrosion resistant pipe material or has been lined
through with cured-in-place pipe (CIPP). Coating edges shall be terminated at
or below the water line by keying into the concrete with a minimum ¼-inch wide
x ¼-inch deep saw cut. Prior to coating application, the saw cut shall be dried
and vacuumed to remove all dust and residue. During coating application, a
liberal amount of material shall be applied to the saw-cut area and smoothed
level. At no time shall the existing reinforcement be cut or damaged during
installation of the keyways.
G. Coating and structural insert shall include sealing between the adjustment rings
and frame.
H. Replacement of adjustment rings is included in this item of work.
I. The outside of grading rings shall be neatly plastered with 1/2-inch of cement
mortar as the Work progresses.
J. Grading rings shall be used for all manholes, where required. Grade rings shall
be a maximum of 12-inches in height, constructed on the roof slab or cone
section on which the manhole frame and cover shall be placed. The height of
the grade rings shall be such as is necessary to bring the manhole frame to the
proper grade.
K. Each grading ring shall be laid in a full bed of mortar and shall be thoroughly
bonded.
L. Cleaning of the adjustment rings prior to the job shall be per SECTION 02603.
M. Coating of the existing adjustment rings shall be the same procedures as given
for the entire manhole interior surfaces in SECTION 02603.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-5
N. Removal of all existing manhole steps is included in this item of work. Unless
otherwise noted, for existing manholes that have existing manhole steps
installed in them, the CONTRACTOR shall remove said steps from the
manhole. If the manhole steps are "strongly embedded" in the concrete (for
manhole steps, this is defined as a pulling force of 100 pounds per step being
insufficient to dislodge them from the concrete), the CONTRACTOR may cut
them off flush with the surface of the surrounding manhole and leave the
embedded portion in place in the concrete. When the manhole is fully prepared
and ready for the coating system, any portion of the steps that remain
embedded in the concrete shall not protrude above the surface of the concrete.
and includes removal of existing steps by cutting the protruding parts as close
as possible to the manhole surface.
O. The remaining nub shall be ground down and grouted over to form a smooth
surface.
2.1.4. - Repair and Coat Bench
A. Cleaning of the manhole bench prior to the job shall be Cleaning and
Preparation Activities of SECTION 02603.
B. Rebuilding of the bench shall include grouting in accordance with SECTION
03600, GROUT, as necessary to restore the bench to the original or better
grade.
C. Benches shall be built up and given a uniform wood float finish. Care shall be
taken to slope all benches for proper drainage to the invert. ALL manhole bench
reconstruction work shall be done in accordance with MAG Standard Detail
420.
D. Rebuilt Benches shall be coated in accordance with the procedures as given
for the entire manhole interior surfaces in SECTION 02603.
E. In order to reconstruct the benches, the CONTRACTOR will be required to
provide dry working conditions in all manhole benches and invert areas to allow
the concrete and other materials to set properly.
2.1.5. - Repair/Reshape and Coat Channel
A. Cleaning of the manhole channel prior to the job shall be per Cleaning and
Preparation Activities of SECTION 02603.
B. Rebuilding and reshaping of the channels through manholes shall be
constructed of Class “A” concrete per MAG Section 725; Portland Cement
Concrete. Channels shall be properly formed to the sizes, cross sections,
grades and shapes as per MAG Standard Detail 420-3 and as shown in the
project plans.
C. Reshaped channel shall be coated in accordance with the procedures as given
for the entire manhole interior surfaces in SECTION 02603.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-6
D. In order to reconstruct the channels, the CONTRACTOR will be required to
provide dry working conditions in all manhole channel areas to allow the
concrete and other materials to set properly.
2.1.6. - New 60-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423
A. At the locations shown on the plans the CONTRACTOR shall provide a new
60-inch diameter manhole. All work shall be in accordance with MAG Detail
420, Type A with a 30-inch frame and cover per MAG Detail 424-2.
B. No steps are to be installed in the new manhole.
C. New manholes shall be coated with an approved corrosion protective coating
in accordance with SECTION 02603.
2.1.7. - Install New Cast-in-Place Concrete Junction Structure
A. At the location shown on the plans the CONTRACTOR shall install a new cast-
in-place concrete junction structure. This work includes all excavation and
backfill as required for installation of the structure in accordance with the plans
as well as all forming, placement of reinforcement, protective coatings, access
manhole, etc., for the structure to be complete in place.
B. The interior surface of the new structure shall be coated with an approved
corrosion protective coating in accordance with SECTION 02603.
C. This work shall also include removal of existing 39-inch pipe as needed to
construct the junction structure.
2.1.8. - Inspect and Assess Manhole
A. Inspect and assess manhole includes inspection of manhole using either
remotely controlled camera or scanner or man-entry into the manhole.
Inspection shall be conducted using non-destructive techniques that will
provide a clear view of the interior conditions in the manhole.
B. Assessment of the manhole condition and evaluation of rehabilitation if needed
shall be coordinated by CONTRACTOR with the ENGINEER and OWNER. Any
recommended rehabilitation shall be completed in accordance with defined
items of work included in this section.
2.1.9. - Remove and Dispose of Existing Manhole
A. At the location shown on the plans the CONTRACTOR shall remove and
dispose of existing manhole. Work includes excavation of material sufficient to
remove the existing structure in preparation for construction of a new manhole
or new pipe installation.
B. The removed structure shall be disposed of by CONTRACTOR in a location
approved for disposal of sanitary sewer structure.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-7
2.1.10. - Usage of Temporary Flow-Through Plugs
A. Where determined necessary, the CONTRACTOR may install temporary flow-
through plugs so that repair materials are installed over a dry substrate and are
allowed to cure in accordance with manufacturer recommendations before
coming in contact with sewage.
B. The CONTRACTOR shall insure that flow-through plugs are of adequate
capacity and size to maintain flow throughout the rehabilitation process without
sewer backup.
C. If sewage backup occurs, the CONTRACTOR shall be solely responsible for
any cleanup, repair, property damage costs and claims, or resultant regulatory
agency fines.
PART 3 - POST-EXECUTION
Upon completion of this rehabilitation project, the CONTRACTOR shall provide to
the City with the Project Record Documents, which will include but not be limited
to:
A. Exhibits and/or As-Builts drawing reflecting all changes made in the
specifications and working drawings during the construction process, and show
the exact dimensions, geometry, and location of all elements of the work
completed for every manhole under the contract.
B. Change orders approved during the construction process and other
modifications to the contract should be reflected on the final Exhibits and As-
Builts.
C. Product data and specifications.
D. Photographic record of all the work performed and every manhole showing the
pre-execution and the post-execution condition. Frame and cover, and
adjustment ring replacements should also be documented.
E. Field test records.
PART 4 - MEASUREMENT AND PAYMENT
A. DEFINITION: Full compensation for all labor, materials and equipment required
to clean manholes, prepare surface of manholes, remove manholes, construct
new manholes, excavation, saw cutting, removal and replacement of
surrounding finish grade materials, remove and replace frame and cover,
adjusting rings, cone, shaft, bench, channel, etc., repair manhole walls,
grouting, furnish and install coating and insert liner in accordance with
manufacturer’s recommendations and these technical specifications, all safety
and support systems required to complete the work as described in these
special provisions, restoration of adjacent site, and including any incidental
items necessary to complete the work.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-8
B. MEASUREMENT AND PAYMENT: Measurement and Payment of Manhole
Rehabilitation shall be on a unit price for each item of work described as follows:
1. Remove and Replace Manhole Collar, Frame and Cover: measurement and
payment shall be on a unit price bid per each for the work complete in place.
2. Adjust Frame and Cover to Grade: measurement and payment shall be on
a unit price bid per each for the work complete in place.
3. Repair and Coat Chimney, Cone and Wall: measurement and payment shall
be on a unit price bid per square foot of manhole completely coated as
described herein.
4. Repair and Coat Bench: measurement and payment shall be on a unit price
bid per each for the work, complete in place.
5. Repair and Coat Channel: measurement and payment shall be on a unit
price bid per each for the work, complete in place.
6. New 60-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423:
measurement and payment shall be on a unit price bid per each for the work
complete in place.
7. Install New Junction Structure: measurement and payment shall be on a
unit price bid per each for the work complete in place.
8. Inspect and Assess Manhole: measurement and payment shall be on a unit
price bid per each for the work complete in place including inspection,
assessment and rehabilitation.
9. Remove and Dispose of Existing Manhole: measurement and payment for
removal and disposal of existing manhole shall be on a unit price bid per
each for the work complete in place. + + END OF SECTION + +
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-1
SECTION 02603
CORROSION PROTECTIVE COATING SYSTEM
PART 1 - GENERAL
1.1 - DESCRIPTION
1.1.1. - Scope
This section specifies the coating system used for the coating of the manholes as
indicated in the Contract Documents.
The coating shall yield a hard, durable chemical resistant coating and shall be
specifically designed to be applied on a dry surface. The finished coating shall
provide a watertight seal and shall adhere to all components of the manhole and
adjoining pipeline and any pipeline liner systems if present.
1.1.2. - Definitions
Specific coating terminology used in this section is in accordance with definitions
contained in ASTM D16, ASTM D3960, and the following definitions:
Replacement of the adjustment rings shall include the following:
A. Dry Film Thickness (DFT): The thickness of one fully cured continuous
application of coating.
B. Field Coat: The application or the completion of application of the coating
system after installation of the surface at the site of the work.
C. Shop Coat: One or more coats applied in a shop or plant prior to shipment to
the site of erection or fabrication, where the field or finishing coat is applied.
D. Tie Coat: An intermediate coat used to bond different types of paint coats.
Coatings are used to improve the adhesion of a succeeding coat.
E. Volatile Organic Compound (VOC) Content: The portion of the coating that is
a compound of carbon, is photochemically reactive, and evaporates during
drying or curing, expressed in grams per liter or pounds per gallon.
F. Touch-Up Painting: The application of paint on areas of painted surfaces to
repair marks, scratches, and areas where the coating has deteriorated to
restore the coating film to an unbroken condition.
1.1.3. - References
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the requirements
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-2
of this section and those of the listed documents, the requirements of this section
shall prevail.
Reference
Title
ASTM D16
Standard Terminology Relating for Paint, Related Coatings, Material, and
Applications
ASTM D256
Standard Test Methods for Determining the Izod Pendulum Impact
Resistance of Plastics
ASTM D638
Standard Test Method For Tensile Properties Of Plastics
ASTM D695
Standard Test Method for Compressive Properties of Rigid Plastics
ASTM D790
Standard Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics
ASTM D3359
Standard Test Methods for Measuring Adhesion by Tape Test
ASTM D1653
Standard Test Methods for Water Vapor Transmission of Organic Coating
Films
ASTM D3960
Standard Practice for Determining Volatile Organic Compound (VOC)
Content of Paints and Related Coatings
ASTM D4060
Standard Test Method for Abrasion Resistance of Organic Coatings by the
Taber Abraser
ASTM D4258
Standard Practice for Surface Cleaning Concrete for Coating
ASTM D4262
Standard Test Method for pH of Chemically Cleaned or Etched Concrete
Surfaces
ASTM D4541
Standard Test Method for Pull-Off Strength of Coatings Using Portable
Adhesion Testers
NACE RP0274
High-Voltage Electrical Inspection of Pipeline Coatings
SSPC-SP13
Surface Preparation of Concrete
1.1.4. - Quality Assurance
A. STANARDIZATION: Materials and supplies provided shall be the standard
products of manufacturers. Materials in each coating system shall be the
products of a single manufacturer.
B. SPARK TESTING: Spark testing shall be used on all manholes that are coated
to detect cracks and thin spots in the coating system. A 1/8-inch hole shall be
drilled through the coating as a control for the holiday detector. A stainless-
steel concrete anchoring bolt shall be installed in the manhole interior for
grounding during spark testing. The entire interior surface of the manhole shall
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-3
be spark tested per NACE RP0274 standard in the presence of the
ENGINEER. Areas that fail the spark test as well as the 1/8-inch control hole
shall be promptly repaired and retested. Subsequent inspections and repair
work shall be at the expense of the CONTRACTOR. The spark testing will be
performed by the CONTRACTOR and witnessed by the ENGINEER and shall
be completed and any repairs made prior to the final acceptance inspection.
Spark test results shall be provided in writing by the CONTRACTOR to the
CITY.
C. PHYSICAL TESTING: Results of the following tests, performed on cured and
coated concrete specimens, shall be provided.
1. Compressive Strength – ASTM D695
2. Water Vapor Transmission – ASTM D1653
3. Impact Resistance – ASTM D256
4. Abrasion Resistance – ASTM D4060
5. Flexural Strength and Modulus of Elasticity – ASTM D790
6. Tensile Strength – ASTM D638
D. ADHESION TESTING: At a minimum one in four of the manholes coated, the
CONTRACTOR shall perform an adhesion test after proper cure in accordance
with ASTM D4541 to demonstrate that the specified field coatings adhere to
the substrate. Manholes to be tested will be chosen by the ENGINEER and the
adhesion test shall be witnessed by the ENGINEER. Test results showing an
adhesion rating of that specified by the manufacturer or better for all surfaces
shall be considered acceptable provided the test results in failure at or within
the substrate. If the test dolly should pull off with failure in the epoxy or coating
additional testing will be required. Where unacceptable test results are
obtained, the CONTRACTOR shall be responsible for removing and reapplying
the specified coatings at no cost to the CITY. A failed test shall require testing
two additional manholes at no additional cost to the CITY.
1.1.5. - Delivery and Storage
Materials shall be delivered to the job site in their original, unopened containers.
Each container shall bear the manufacturer’s name, coating type, batch number,
date of manufacture, storage life, and special directions.
Materials shall be stored in enclosed structures and shall be protected from
weather an excessive heat or cold. Flammable materials shall be stored in
accordance with state and local codes. Materials exceeding storage life
recommended by the manufacturer shall be removed from the site.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-4
PART 2 - PRODUCTS
The coating system shall be a trowel-able 100% solids epoxy monolithic surfacing
system for use in coating new or existing manholes, wet wells, lift stations,
treatment plants and other structures.
2.1 - MATERIALS
A. COATING: All pre-approved corrosion protective coating systems for
application to existing manholes for the City of Glendale sewer rehabilitation
projects are listed in the CITY’s Design Standards.
B. PRIMER: Primer shall be as recommended by the manufacturer for each
application.
C. UNDERLAYMENT: Underlayment applied prior to coating shall be as
recommended by the manufacturer for each application.
D. INFILTRATION CONTROL: Manhole infiltration control material shall be as
recommended by the manufacturer. Surface preparation and application shall
be as recommended by the manufacturer.
2.2 - COATING SYSTEM APPLICATION PLAN
Coating System Application Plan shall be prepared that includes a description of
the following:
A. Quality Assurance Procedures:
1. Training program to qualify personal in the correct storage and handling of
coating materials, and the necessary safety requirements.
2. List of application and testing equipment to be used, including inspections
confirming satisfactory conditions of equipment.
3. Detailed procedures and methods for surface preparation including repair
and reprofiling as required, application of primer and final coating and
testing.
B. Criteria for acceptance of the preparation of concrete and other manhole
surfaces.
C. Plan for sewage diversion or the use of flow-through plugs, if required.
D. Method and material for sealing active leaks.
E. Detailed plan of surface preparation, including repair and reprofiling.
F. Details of application primer and finish coats, including required curing times.
G. Detailed environmental provisions such as shading from the sun.
H. Procedures for adhesion testing.
I. Dry film thickness testing.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-5
2.3 - PRODUCT DATA
Before materials are delivered to the job site, the CONTRACTOR shall provide the
following information:
A. For the underlayment filler, primer, and finish coating, the CONTRACTOR shall
furnish a Material Safety Data Sheet (MSDS).
B. For the underlayment filler and finish coating, the CONTRACTOR shall provide
the manufacturer’s application instructions, which shall include the following:
1. Surface preparation recommendations.
2. Primer type, where required.
3. Maximum dry and wet mil thickness per coat.
4. Minimum and maximum curing time between coats, including atmospheric
conditions for each.
5. Curing time before submergence in liquid.
6. Thinner to be used with coating material.
7. Ventilation requirements.
8. Minimum atmospheric conditions during which the coating shall be applied.
9. Allowable application methods.
10. Maximum allowable moisture content.
11. Maximum storage life.
C. List of materials proposed to be used under this section and manufacturer’s
data for each material including test data referenced in part 1.1.4 C. of this
section.
PART 3 - EXECUTION
3.1 - COATING APPLICATOR QUALIFICATIONS
A. The CONTRACTOR or SUBCONTRACTOR performing the work covered by
this specification (also referred to herein as "the coating applicator") shall be
an approved applicator of the manufacturer. It shall be the CONTRACTOR’s
responsibility to ensure that any SUBCONTRACTOR used for such work is an
approved applicator.
3.2 - COATING SYSTEM APPLICATION
3.2.1. - Cleaning and Preparation of Surfaces to be Coated
A. The CONTRACTOR shall clean manholes to be rehabilitated per SSPC-SP13.
Before application of the coating system, the surface must be clean and free of
all contaminants including oil, grease, incompatible existing coatings, waxes,
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-6
form release, curing compounds, efflorescence, sealers, salts, dust, and
chemical contaminants. Suitable heaters shall be used as needed to produce
a surface-dry condition. The surface will be vacuumed to make sure that loose
particles are not present. The entire manhole interior including frame, walls and
bench shall be cleaned using either abrasive blasting and/or high-pressure
water blast as recommended by the coating and/or repair product manufacturer
and approved by the ENGINEER. All concrete, brick or mortar that is not sound
or has been damaged by chemical exposure shall be removed to a sound,
neutralized surface. Manholes designated for spot repair or bench coating only
shall be cleaned in their entirety as previously described.
Other manhole cleaning methods may be used in addition to abrasive blasting
or water blasting, as necessary to properly clean and prepare the manhole, but
shall not be used as a substitute for abrasive blasting or water blasting. Subject
to CITY approval, other methods that may be used in addition to abrasive
blasting or water blasting (but not as a substitute for them) are high pressure
shotblasting, grinding, mechanical removal methods, chemical cleaning,
detergent cleaning, hot water blasting and acid etching. If chemical cleaning or
acid etching are used, the substrate shall be neutralized and washed of
residue. The CONTRACTOR shall use whatever methods are required to
properly clean and prepare the manhole for the coating system.
Unless otherwise noted, for existing manholes lined or coated with a previously
applied corrosion protective coating, the CONTRACTOR shall entirely remove
the existing liner/coating (including any underlayment layers) prior to
performing other cleaning activities.
The CONTRACTOR shall also remove all dirt, rocks, rust, spalled masonry
including mortar, concrete and brick, roots, sludge, grit and other deleterious
materials and debris from the interior manhole. The finished interior surface
shall consist of sound concrete or brick with adequate profile and porosity to
provide a strong bond between the necessary repair materials and/or coating
and the substrate.
During cleaning and preparation, methods shall be taken to prevent any debris
from entering the downstream sewer mains.
B. CONTRACTOR shall also be responsible for any additional surface preparation
beyond water blasting as required by the coating system manufacturer. Where
additional preparation is required, the CONTRACTOR shall provide all labor,
materials, and equipment as necessary, and at no additional cost to the CITY.
C. Visual Appearance of the Manhole – The prepared substrate shall have the
appearance of sound concrete (or brick and/or mortar), free from discolored,
white, chalky, and cracked areas.
D. Aural Observations – When struck with a metal hammer or tool, the prepared
substrate shall exhibit the characteristic sound of solid, competent concrete (or
brick).
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-7
E. CONTRACTOR shall test prepared surfaces after cleaning but prior to
application of the coating system to determine the pH and moisture content of
the concrete, as required according to manufacturer’s recommendations.
Testing may include pH and Phenolphthalein as described below:
pH testing – The ENGINEER shall use wetted litmus paper applied to the
surface of the substrate to ensure that the pH of the substrate is 7 or higher.
This test will be considered obligatory.
Phenolphthalein testing – The ENGINEER shall apply a few drops of
phenolphthalein to the surface of the concrete, which if the concrete is
competent should yield a purple color.
The ENGINEER is not obligated to use all of the above tests but may do so at
CITY’s sole discretion. Often visual, mechanical and/or aural observations and
tests alone will be adequate, but the pH and/or phenolphthalein tests may be
used if there is still some uncertainty.
F. The area between the manhole and the manhole ring and any other area that
might exhibit movement or cracking due to expansion and contraction shall be
grouted with a watertight, expansive grout, approved for use by the
manufacturer’s representative and the ENGINEER.
G. The CONTRACTOR shall apply an approved underlayment to the interior of all
manholes on this project to reshape and re-profile portions of the interior
surface of the manholes. Prior to any surface coating work in existing
manholes, the CONTRACTOR shall fill all voids, including any left by the
removal of manhole steps; removal of loose and spalled concrete material in
accordance with cleaning and preparation recommendations; and removal of
concrete where evidence of exposed reinforcement is visible in the interior of
the manhole. These areas will require buildup and re-profiling of the manhole
wall as needed such that the manhole and bench surface is restored to an even
and uniform surface profile using one of the underlayment materials approved
and recommended by the selected coating material manufacturers.
The underlayment shall be installed over a clean surface prepared in
accordance with the requirements of this specification. The CONTRACTOR
shall employ whatever means necessary (e.g., humidity control, temperature
control, additional blasting, mechanical surface preparation, etc.) to ensure
proper curing of the underlayment layer, strong adherence of the underlayment
layer to the prepared manhole surface, and strong adherence to any layer
installed over the underlayment layer.
The underlayment shall be applied throughout the entire manhole at a minimum
½-inch total cured thickness. Underlayment shall be hand troweled and in
accordance with the manufacturer’s recommendations. After installation, the
underlayment shall be free of trowel marks and irregularities. Notwithstanding
the thickness requirement, an additional underlayment thickness requirement
may be required by the ENGINEER for existing manholes that exhibit extreme
deterioration.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-8
3.2.2. - Coating Application Preparation
A. CONTRACTOR shall protect the newly lined sewer from debris, overspray, or
any detrimental activity due to restoration of the manholes.
B. Manholes to be coated shall be cleaned in their entirety in accordance with the
requirements of subsection 3.2.1 of this specification. The CONTRACTOR
shall employ whatever means necessary (e.g., humidity control, temperature
control, additional blasting, mechanical surface preparation, etc.) to ensure
strong adherence of the surface coating layer(s) to any underlying and
overlying layers and proper curing of the surface coating layer(s). If the surface
coating is applied in two or more layers, the time between applications of the
various layers shall be controlled to ensure proper bond between layers. Loose
and protruding concrete shall be removed. Missing brick and mortar shall be
filled using a grout as recommended by the coating manufacturer and approved
by the ENGINEER. The grout filler shall be used to bring all areas of holes and
pitting up to the nominal surface of the manhole so that there is an even interior
surface in the manhole without waves, pits, or holes. Any exposed rebar shall
be cleaned, and all areas of corrosion removed prior to application of the grout
as recommended by the coating manufacturer and approved by the
ENGINEER.
C. After surface preparation is complete, all materials dislodged during cleaning
shall be removed from the work area. The CONTRACTOR shall be responsible
for transporting and disposing, including all disposal fees, of any sediments and
material removed from the sewer structures. All sediment and debris removed
from the sewer structures shall be disposed off-site in a lawful manner. Hauling
containers shall be watertight. On-site stockpiling of removed material will not
be permitted.
The CONTRACTOR is responsible for obtaining all necessary permits, 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.
A letter identifying the methods the CONTRACTOR plans to employ to remove
sediment, debris, grease, scale, encrustations, and roots in the sewer
structures to be repaired or coated shall be submitted to ENGINEER. The letter
shall include a detailed explanation of the cleaning process and a schedule of
activities and a list of the actions he plans to take to mitigate impact to the public
during the cleaning operation.
Any sediment or debris from cleaning operations larger than U.S. #8 sieve shall
not be deposited downstream in the sewer main. Sedimentation deposited
downstream, as determined by the ENGINEER, shall be removed at no cost to
the CITY. The CONTRACTOR shall be thoroughly familiar with all phases of
sewer structure cleaning to ensure the completion of this Contract without
causing a health hazard or damage to the sewage system, public and private
properties.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-9
3.2.3. - Coating System Installation
A. The CONTRACTOR shall install the coating system in the manholes after all
removals, replacements, rebuilding, re-shaping, re-profiling, and adjustment
activities are completed. Quantities of materials may vary significantly based
on interior surface and conditions.
B. COATING TERMINATION: The CONTRACTOR shall submit shop drawings
for approval detailing coating termination work.
C. ATMOSPHERIC CONDITIONS: Maintain sufficient forced air supply to provide
and maintain a temperature of 50 to 90 degrees F and a circulating airflow
inside the structures during the coating process or per manufacturer’s
recommendations.
D. REPAIR OF DEFECTS: CONTRACTOR shall repair all defects in the coating
system where directed by the ENGINEER.
E. SPOT REPAIR AND BENCH COATING: The CONTRACTOR shall follow the
coating manufacturer recommendations in regard to the distance the coating
should be extended beyond the damaged area. If there is no recommendation
from the coating manufacturer, the CITY shall provide direction to the
CONTRACTOR.
3.2.4. - Coatings
A. GENERAL: Coating products shall not be used until the ENGINEER has
inspected
the
materials
and
the
coating
manufacturer’s
technical
representative has instructed the CONTRACTOR and ENGINEER in the
surface preparation, mixing, and application of the coating. The coating
manufacturer’s technical representative must be a factory representative, not a
local representative or an affiliate of the CONTRACTOR.
B. COATING SYSTEMS: Field coats shall consist of one or more finish coats to
build up the coating to the specified dry film thickness. Unless otherwise
specified, finish coats shall not be applied until other work in the area is
complete and until all previous coats have been inspected.
C. COATING REQUIREMENTS: All items of equipment, or parts and surfaces of
equipment, which are immersed when in service, with the exception of pumps
and valves, shall have all surface preparation and coating work performed in
the field.
3.2.5. - Application
A. WORKMANSHIP: Coated surfaces shall be free from runs, drops, ridges,
waves, laps, and brush marks. Coats shall be applied so as to produce an even
film of uniform thickness completely coating corners and crevices. Painting
shall be done in accordance with the requirements of SSPC Paint Application
Specification No. 1.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-10
The CONTRACTOR’s equipment shall be designed for application of the
materials specified. The coating shall be applied using a trowel or spray
equipment to the proper thickness and surface characteristics as
recommended by the coating manufacturer.
When possible, the application of the coating to the required minimum
thickness shall be applied in a single coat sharply cut to line. Care shall be
exercised to avoid over-coating or spattering on surfaces not to be coated.
B. ATMOSPHERIC CONDITIONS: Coatings shall be applied only to surfaces that
are dry, and only under conditions of evaporation rather than condensation.
Coatings shall not be applied during rainy, misty weather, or to surfaces upon
which there is frost or moisture condensation. During damp weather, when the
temperature of the surface to be coated is within 10 degrees F of the dew point,
the surfaces shall be heated to prevent moisture condensation thereon. During
coating, and for a period of at least 8 hours after the coating has been applied,
the temperature of the surfaces to be coated, the coated surfaces, and the
atmosphere in contact shall be maintained at or above 40 degrees F and 10
degrees F above the dew point. Paint, when applied, shall be approximately
the same temperature as that of the surface on which it is applied. Fans or
heaters shall be used inside enclosed areas where conditions causing
condensation are severe.
C. PROTECTION OF COATED SURFACES: Items which have been coated shall
not be handled, worked on, or otherwise disturbed, until the coating is
completely dry and hard.
D. FILM THICKNESS AND CONTINUITY: Coating system thickness is the total
thickness of finish coats. The coating system shall have a minimum wet film
thickness of 125 mils applied in a single application where possible or as
specified by the manufacturer.
The surface area covered for various types of surfaces shall not exceed those
recommended by the manufacturer. Coatings shall be applied to the thickness
specified, and in accordance with these special provisions.
In testing for continuity of coating about welds, projections (such as bolts and
nuts), and crevices, the ENGINEER will determine the minimum conductivity
for smooth areas of like coating where the dry mil thickness has been accepted.
This conductivity shall then be taken as the minimum required for these rough
or irregular areas. Pinholes and holidays shall be repainted to the required
coverage.
E. SAFETY AND VENTILATION REQUIRMENTS: Requirements for safety and
ventilation shall be in accordance with the Society for Protective Coatings
(SSPC) Paint Application Guide No. 3.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-11
3.2.6. - Cleanup
Upon completion of coating, the CONTRACTOR shall remove surplus materials,
protective coverings, and accumulated rubbish, and thoroughly clean all surfaces
and repair any overspray or other paint-related damage.
PART 4 - MEASUREMENT AND PAYMENT
The application of corrosion protective coating system is part of the Manhole
Rehabilitation described on SECTION 02100 and it is subjected to the scenario of
manhole rehabilitation, which could be to fully coat a manhole or to partially coat a
manhole as required for spot repairs.
Measurement and payment of Corrosion Protective Lining System is as described
on PART 4 - MEASUREMENT AND PAYMENT, SECTION 02100.
+ + END OF SECTION + +
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-1
SECTION 02661
DIVERSION OF SEWAGE FLOW AND DEWATERING
PART 1 - GENERAL
1.1 - DESCRIPTION
A. SCOPE
This section describes the requirements for temporary bypassing and dewatering
of sewer pipes and structures during rehabilitation and installation. Temporary
diversion of sewage flows is a key aspect of this project and includes the
maintenance of service to the customer connections and/or making alternative
arrangements for customers.
The CONTRACTOR is made aware that sewer pipe and structure rehabilitation
may occur during the monsoon months with severe thunderstorms and possible
flash flooding events. Adverse weather conditions may impact the capacity of the
bypassing system. The CONTRACTOR shall be prepared for these weather
conditions and alter procedures accordingly.
B. EXPERIENCE
CONTRACTOR shall utilize staff and/or a subcontractor that has been directly
responsible for completion of a pipe rehabilitation project that required the bypass
pumping of sewage flows.
1.2 - QUALITY ASSURANCE
The CONTRACTOR is solely responsible for maintaining the quality assurance of
his work during the length of the project. The contractor is responsible for any costs
associated with corrective measures required to replace or repair items not
meeting the quality standards specified by the CITY.
A. BYPASS DESIGN: The actual design of the bypass arrangement shall be
prepared by the CONTRACTOR and shall be submitted to the ENGINEER to
determine conformance to project objectives. Means and methods of
accomplishing the bypassing shall be the responsibility of the CONTRACTOR.
B. TESTING: The CONTRACTOR shall have the entire bypassing system in place
and successfully pressure tested at 1.5 times the maximum operating pressure
of the system before bypassing any sewage.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-2
1.3 - SUBMITTALS
At the Preconstruction Conference, the CONTRACTOR shall submit drawings and
complete design data showing methods and equipment he proposes to utilize in
sewer bypassing for approval by the ENGINEER. The submittal shall include the
following information.
1. Drawings indicating the scheme and location of temporary sewer plugs and
bypass discharge lines. The drawings shall also show the method and
location for discharging the bypass lines as well as routing of bypass piping
including placement in roadway or landscape area behind sidewalk,
locations where bypass piping is to be recessed into the pavement, road
closures, closure of pedestrian facilities, etc.
2. Capacities of pumps, prime movers, and standby equipment.
3. Design calculations proving adequacy of the system and selected
equipment.
4. Standby power source.
5. Staffing plan.
6. Show suction and discharge points with elevations and stationing on the
design plans.
7. Proposed noise control and exhaust control plans for pumping equipment.
8. Proposed plan for disruption of sewer service laterals.
9. Bypass piping inspection plan.
10. Odor control plan.
11. SSO response plan.
12. Emergency contacts, including names, job titles, email addresses, and 24-
hour phone numbers.
1.4 - JOB CONDITIONS
A. AVAILABLE FLOW DATA
The CITY may be able to divert some of the sewer flows upstream of the project
work sites, however, this is not guaranteed and shall be coordinated between the
CITY, ENGINEER, and CONTRACTOR prior to the diversion design. The CITY
Water Services Department may be able to provide available flow data however,
this is not guaranteed. CONTRACTOR is responsible for obtaining current flow
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-3
condition information at the time of construction. Any additional monitoring or
gathering of flow data to properly size the bypass system is the responsibility of
the CONTRACTOR. The CONTRACTOR shall include considerations for
increased flows due to rainfall events, fluctuations of peak flows due to holidays,
civic events, etc., equipment failure risks, etc., and provide adequate reserve
capacity and redundancy to maintain sewer flows within the sewer pipe upstream
and downstream of the bypass. The CITY is not responsible for any deviations in
quantity of sewage flow at any time during the construction period. If necessary,
the CONTRACTOR shall provide additional means of flow diversion at no
additional cost to the CITY to handle deviations in quantity of sewage flow at any
time during the construction period.
B. SERVICE OR COLLECTOR LINES
The CONTRACTOR shall determine the location of service lines connected to
adjacent users or collector pipes at manholes of sanitary sewers to be bypassed.
1.5 - MEASUREMENT AND PAYMENT
A. DEFINITION: Full compensation for all labor, material, equipment, and
monitoring required to temporarily bypass wastewater flows around the
rehabilitation and/or replacement work and/or dewater pipelines in preparation
for cleaning and rehabilitation or replacement. Bypass shall include standby
pumps and piping. Also includes installation, maintenance and removal of
bypass pumps and bypass pipes, noise suppression, odor control, plugging of
sewers, vactoring, excavation and backfill of any required trenches, steel
plating, sawcut, removal and repair or replacement of asphalt and concrete
pavement, removal and repair or replacement of concrete curb, gutter and
sidewalk, construction of suction and discharge structures to facilitate bypass
pumping, landscape restoration, and all other incidentals necessary to
complete the work in conformance with Plans and Specifications.
B. MEASUREMENT: Measurement of Diversion of Sewage Flow and Dewatering
shall be on a lump sum basis. Intermediate measurements for payment shall
be made by the ENGINEER on a percentage of project completed basis. The
CONTRACTOR shall be responsible for additional costs associated with an
underestimate of the means required to divert sewage flows during the
construction period.
C. PAYMENT: Payment for Diversion of Sewage Flow and Dewatering shall be
per the price bid on a lump sum basis. Intermediate payments for this work
shall be made on a percentage of work completed basis.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-4
PART 2 - PRODUCTS
2.1 - MATERIALS
A. CONTRACTOR shall provide temporary pumps, conduits, and other equipment
to bypass sewer flow around the CONTRACTOR’s work area as required.
CONTRACTOR shall furnish all necessary labor and supervision to set up and
operate the pumping and bypass system. Critical grade sound attenuated
pumps shall be provided for the bypass pumping as required unless otherwise
approved – see Section 3.6 Noise Control. Sound measurements shall be
made in accordance with American National Standard S.13-1971. Pumps and
bypass lines shall be of adequate capacity and size to handle the required
capacity. The bypass system shall be designed to normally maintain the
wastewater flow below the top of the pipe without surcharging.
B. The CONTRACTOR shall maintain on site sufficient equipment and materials
to ensure continuous and successful operation of the bypass and dewatering
systems. The standby pumps shall be installed and fully operational at all times
including all pumps, equipment and piping being in-place. Standby pumps shall
be fueled and operational at all times. The CONTRACTOR shall maintain on
site a sufficient number of valves, tees, elbows, connections, tools, sewer
plugs, piping, and other parts of system hardware to ensure immediate repair
or modification of any part of the system as necessary. Piping shall be leak
free.
C. For bypassing systems with a required capacity equal to or less than 2 MGD
and piping lengths greater than 1,000 feet, and for systems with required
capacity greater than 2 MGD, the CONTRACTOR shall provide multiple bypass
lines to convey 150% of the maximum anticipated flow (as determined by the
CONTRACTOR). Redundant lines should be fully connected in the bypass
system to allow the system to be switched over quickly in the event of a leak.
In all cases, redundant standby pump(s) shall be on site and operational at all
times in case of primary pump failure.
D. All pumps, generators, and other equipment shall be placed in spill containment
impound or on a new plastic tarp to provide containment and protect against
sewage spills, or the spill of gasoline, oil, and hydraulic fluid spills.
PART 3 - EXECUTION
The CONTRACTOR shall notify the ENGINEER a minimum of 48 hours prior to
shutting down of a pipeline and start of bypassing.
3.1 - SERVICE LINES
Every effort shall be made by the CONTRACTOR to ensure that sewer service to
customers is maintained during the course of the work. When disruptions are
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-5
necessary, service to laterals shall be disrupted for a period of no more than eight
hours. Laterals within residential areas shall only be disrupted during the period of
8:00 a.m. to 5:00 p.m. Monday through Friday. Laterals within business areas shall
be addressed on a case-by-case basis. The CONTRACTOR shall provide a public
information representative when he visits customers to discuss bypass pumping
of services or making alternative arrangements with the customer for service
outages. No matter what arrangement is made, the CONTRACTOR must
cooperate with the ENGINEER to provide CITY documentation that all affected
users have been contacted and arrangements made for disruption or alternate
accommodations. This documentation must be submitted prior to the start of work
on the section of sewer line affected.
3.2 - PUBLIC NOTIFICATIONS
The CONTRACTOR shall notify the ENGINEER and the CITY of any planned
service interruptions at least two weeks prior to the event. The CONTRACTOR
shall retain the services of a local Public Involvement firm to perform notification of
the work to the public. At a minimum, the first notification shall be 5 days before
the interruption of service. Much greater advance notice may be required if an
alternate to pumping the customer’s service is proposed by the CONTRACTOR.
The second notification shall be 24 hours prior to the interruption of service.
Notification shall be made door to door with printed handouts or door hangers. The
information provided shall include, at a minimum, the reason for the interruption,
the time period of the interruption, and a local 24-hour telephone hotline number
for project information. ALL INFORMATION ON THE PRINTED HANDOUTS
AND/OR DOOR HANGERS SHALL BE APPROVED BY THE CITY PRIOR TO
DISTRIBUTION.
3.3 - MONITORING
The bypassing system shall not be shut down between shifts, on holidays or
weekends, or during work stoppages without written permission from the
ENGINEER. The bypass system will have 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.
The CONTRACTOR shall inspect the entire bypass pumping system for leaks or
spills on an hourly basis. The CONTRACTOR shall also create an inspection log
and shall enter the time of inspection and the condition of the piping and the name
of the inspector into the log for review by the ENGINEER.
3.4 - PUBLIC AND PRIVATE ACCESS
The CONTRACTOR shall maintain public and private access along project routes.
Bypass lines shall be protected from damage due to traffic and shall not impede
pedestrian or vehicular traffic routes unless otherwise allowed by approved traffic
control plans. Bypass lines shall be buried at street crossings and business
entrances unless otherwise approved by the ENGINEER. Temporary steel plating
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-6
with milled edges may be used with approval for buried lines. Ramps protecting
bypass lines shall be a minimum level of protection at accesses to private
residences unless otherwise approved by the ENGINEER.
CONTRACTOR shall maintain pedestrian traffic and comply with ADA regulations
for access to all residential and commercial property unless written approval is
otherwise obtained from the property owner allowing for reduced access.
3.5 - DISCHARGE
In areas where flows are bypassed, all bypass flows shall be discharged as
approved by the ENGINEER. Bypass discharge velocities shall not exceed 10 feet
per second. The CONTRACTOR shall employ mitigation measures to protect the
discharge structure from potential damage caused by discharge flows. Mitigation
measures may include extending discharge piping deeper into the discharge
structure or configuring the discharge piping to direct flows into the downstream
pipe.
No bypassing to the ground surface, receiving waters, storm drains, or bypassing
which results in soil or groundwater contamination or any potential health hazards
shall be permitted. In addition, no backups and overflows onto private property
shall be permitted.
3.6 - NOISE CONTROL
The CONTRACTOR shall 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. Noise levels shall be in accordance with the City of Glendale
noise ordinance.
The CONTRACTOR shall utilize sound attenuated bypass pumps with a maximum
decibel rating of 70 decibels at 50 feet. Each internal combustion engine, used for
any purpose on the job or related to the job, shall be equipped with a muffler of a
type recommended by the manufacturer. No internal combustion engine shall be
operated on the project without previously mentioned muffler.
Noisy portable equipment, such as generators or compressors, shall be located as
far away from sensitive noise receptor areas as practicable. (Sensitive noise
receptors are defined as occupied buildings with windows or doors facing the site).
Noise barriers shall be constructed around noisy stationary construction
equipment such as compressors or generators that have to be utilized at locations
near (within 100 feet of) sensitive noise receptors as defined above. Idling
equipment not actively utilized for extended periods of time shall be shutoff.
3.7 - DAMAGES
The CONTRACTOR shall repair, without cost to the CITY, any damage that may
result from his negligence, inadequate or improper installation, maintenance, and
operation of bypassing system, including mechanical or electrical failures.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-7
3.8 - ODOR CONTROL
The CONTRACTOR shall employ methods and procedures that mitigate the
generation and discharge of objectionable odors to the surface environment at all
times.
If odor complaints arise, the CONTRACTOR shall add ferric chloride to the
wastewater flow upstream of bypass pumping operations to reduce odor. The
CONTRACTOR shall make his own determination of flow characteristic for
required dosing.
The CONTRACTOR shall add the ferric chloride from a location upstream that will
allow 10 to 15 minutes reaction time before the flow enters the work area. The
chemical dosing shall reduce odors generated from the wastewater stream to a
level acceptable to the CITY. If this is not accomplished by adding the ferric
chloride only, an additional control may be required. If odors are still unacceptable
after addition of ferric chloride, the CONTRACTOR may also add hydrogen
peroxide. The CONTRACTOR shall add hydrogen peroxide downstream to the
flow that has been dosed with ferric chloride. The Hydrogen peroxide shall be
added to allow a 5-minute reaction time before flow enters the work area. Any
dosage combination of the two chemicals may be used to ensure continuous
control of odors acceptable to the CITY.
3.9 - SANITARY SEWER OVERFLOWS
The CONTRACTOR shall take any and all precautions necessary to prevent
backups and overflows on private property from blocked laterals during all sewer
rehabilitation work. Special arrangements or supplemental bypasses may be
required for some property owners.
CONTRACTOR is responsible for immediate and proper cleanup should any spill
occur, regardless of amount.
3.10 - TERMINATION OF BYPASS
Bypass operations shall not be terminated until approvals are obtained from the
ENGINEER for:
1. Pipe Rehabilitation
2. Manhole and/or Structure Rehabilitation
+ + END OF SECTION + +
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-1
SECTION 02760
SEWER AND STRUCTURE CLEANING
PART 1 – GENERAL
1.1
DESCRIPTION
A. SCOPE:
This section specifies the requirements for cleaning and/or heavy cleaning
the sewers and sewer structures prior to CCTV inspection, ENGINEER’s
inspection, and pipe or structure rehabilitation.
B. REQUIREMENTS:
The work to be done under this Contract consists of furnishing all labor and
equipment to remove the accumulated corrosion, tuberculation, sediments
and debris, down to sound, solid structural material of the sanitary sewer
pipes and sewer manhole and structures.
The CONTRACTOR shall remove existing corrosion, tuberculation,
sediment, debris, pipe supports, roots, scale, encrustations, and grease
accumulations from the sanitary sewer pipes and structures to be inspected
and/or rehabilitated and adequately prepare the surfaces for installation of
CIPP liner, coating system and/or repair grout. All materials dislodged
during cleaning shall be removed from the work area and carried to an
approved disposal site.
Cleaning of the sewer is required prior to CCTV inspection of the sewer to
view current line conditions.
1.2
SUBMITTALS
The following submittal shall be provided.
1. A letter identifying the methods the CONTRACTOR plans to employ
to remove corrosion, tuberculation, sediment, debris, grease, scale,
encrustations, and roots throughout the sewer pipe to be
rehabilitated and in the sewer structures to be repaired or coated.
The letter shall include a detailed explanation of the cleaning process
and a schedule of activities, references where the CONTRACTOR
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-2
has used the identified cleaning method successfully in the past and
a list of the actions he plans to take to mitigate impact to the public
during the cleaning operation.
1.3
MEASUREMENT AND PAYMENT
Heavy Cleaning of Existing Pipe (Allowance) where required to clean
existing ductile iron pipe (DIP) due to excessive buildup of corrosion and
tuberculation inside the pipe will be measured and paid for per hour of heavy
cleaning that is completed. All tools, materials, personnel, and equipment
required for removal of excessive tuberculation, corrosion, sediment, and
other materials are included in this item of work.
No separate measurement or payment will be made for standard Sewer and
Structure Cleaning of vitrified clay pipe (VCP), concrete, or polyvinyl
chloride (PVC) pipe, the cost considered as included in CIPP lining of
existing pipes or manhole rehabilitation depending on which work the
cleaning is associated with.
PART 2 – MATERIALS
2.1
CHEMICAL ADDITIVES
No chemicals shall be used without written approval of the OWNER. 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.
2.2
PRODUCT DATA
Copies of all disposal receipts shall be provided.
PART 3 – EXECUTION
3.1
GENERAL
The CONTRACTOR shall, at all times, conduct its work so as to prevent any
blockage and minimize surcharging in the sewer manholes and connecting
sewer pipelines. Damage to existing facilities as a result of the CONTRACTOR’s
work shall be promptly repaired in kind at the CONTRACTOR’s expense.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-3
3.2
SEWER BYPASSING AND DEWATERING
If required, the sewer flow shall be bypassed during the cleaning of the sewers
as specified in Section 02661.
3.3
CLEANING
The CONTRACTOR shall grit blast or hydro blast with a minimum 3,000 PSI
water pressure for duration sufficient to clean to coating or lining manufacturer’s
recommendations the pipe or structure surface receiving a protective coating or
lining.
A. Manholes and Pipes: Cleaning shall remove all loose coatings previously
applied, sediment, rocks, debris, roots, grease accumulations and
obstructions from the sewer to be rehabilitated and from the structures to
be coated (if applicable). Cleaning of the sewer and structure interior
surfaces shall remove all grease, scale, encrustation, and any other
material from the surface that may impede application or performance of
applied coatings. Multiple passes with cleaning equipment may be required
at no additional cost to the OWNER.
Sediment, material or debris from cleaning operations larger than U.S. #8
sieve shall not be deposited downstream in the sewer main. Sedimentation
deposited downstream shall be removed at no cost to the OWNER.
The CONTRACTOR shall be thoroughly familiar with all phases of sewer
pipe and structure cleaning to ensure that surface preparation is adequate
for coating or pipe rehabilitation to be installed without causing a health
hazard or damage to the sanitary sewage system, public and private
properties.
The CONTRACTOR shall clean the sanitary sewer pipe and structures so
that there is no visible residue, rocks, debris, roots, grease accumulation
and/or obstructions. The CONTRACTOR shall clean the pipe and/or
manhole structure adequately to ensure proper installation of the
rehabilitation method proposed. CONTRACTOR shall clean all exposed
rebar to remove areas of corrosion down to solid steel.
Unless otherwise noted, for existing manholes or portions of the manhole
lined or coated with a previously applied cured-in-place epoxy corrosion
protective coating, the CONTRACTOR shall entirely remove the existing
liner/coating (including any underlayment layers) prior to performing other
cleaning activities.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-4
Pipe or manhole structures discovered by the CONTRACTOR or his
Subcontractor to be physically deteriorated to the extent where cleaning
may detrimentally impact the structural integrity of the existing pipe or
manhole structure shall be brought to the attention of the OWNER prior to
conducting cleaning operations. Once cleaning operations commence, the
CONTRACTOR accepts all liability and responsibility for damage to existing
pipes and structures.
It shall be the responsibility of the CONTRACTOR to repeat the cleaning
process if root re-growth or other detrimental obstructions or residue
becomes present at no additional cost to the OWNER.
B. Heavy Cleaning: Heavy cleaning shall be used for cleaning of existing
ductile iron pipe (DIP) with excessive buildup of corrosion and tuberculation
inside the pipe. Heavy cleaning includes additional cleaning of DIP using
specialized mechanical equipment specific to the removal of interior coating
and accumulation of corrosion and tuberculation within the pipe.
Specialized equipment shall be chain flail or rotating sawblade. In each
case, the CONTRACTOR shall use extreme caution when heavy cleaning
so as not to damage the pipe.
Heavy cleaning shall remove all accumulation of corrosion and
tuberculation from within the DIP such that the existing pipe diameter is
restored in preparation for installation of cured-in-place pipe (CIPP) lining.
All sediment, material, or debris from heavy cleaning operations larger than
U.S. #8 sieve shall not be deposited downstream in the sewer main.
Sedimentation deposited downstream shall be removed at no cost to the
OWNER.
The CONTRACTOR shall be thoroughly familiar and experienced with
heavy cleaning techniques and equipment to ensure that the existing pipe
is not damaged, and the surface preparation is adequate for CIPP
installation without causing a health hazard or damage to the sanitary
sewage system, public and private properties.
3.4
DISPOSAL OF SEDIMENTS
The CONTRACTOR shall be responsible for transporting and disposing,
including all disposal fees, of any sediments and material removed from the
sewer or structures.
All sediment and debris removed from the sewer shall be disposed off-site
in a lawful manner. Hauling containers shall be watertight. On-site
stockpiling of removed material will not be permitted.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-5
The CONTRACTOR is responsible for obtaining all necessary permits, 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 Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-1
SECTION 02761
CCTV INSPECTION OF SANITARY SEWERS
PART 1 – GENERAL
1.1 DESCRIPTION
This specification defines the requirements for internal television inspection of
existing sewer pipe before and after rehabilitation.
The CONTRACTOR shall inspect the sewer pipe interior using a color closed
circuit television (CCTV) camera and document the inspection on video with
audio location and date information, video title information, and hard copy
inspection logs. A television inspection shall be performed after cleaning of the
sewer as specified in Section 02760, Sewer and Structure Cleaning. The
rehabilitated sewer will be CCTV inspected again in the same direction as the
previous inspection after the lining of the sewer has been completed to ensure
proper installation. The CONTRACTOR shall be responsible for properly
inspecting the pipe.
1.2 QUALITY ASSURANCE
CONTRACTOR’S Qualifications: The CONTRACTOR shall have a minimum of
three (3) years of experience in such work necessary to successfully meet this
specification and provide references for five (5) sewer inspection projects
involving remote CCTV pan and tilt inspection.
The CONTRACTOR shall have all operators who are successfully trained and
certified through the National Association of Sewer Service Companies
(NASSCO) Pipeline Assessment and Certification Program (PACP). The
CONTRACTOR shall provide copies of the PACP certification and project
references for the operator.
A. PRE-REHABILITATION
The CONTRACTOR shall complete CCTV inspection of the interior of each
pipe segment scheduled for rehabilitation prior to commencement of
rehabilitation activities. The CCTV footage shall be reviewed by the
ENGINEER for any obstructions or defects that would prohibit proper
installation of the liner or repair sleeve.
The pre-rehabilitation CCTV inspection shall be approved by the
ENGINEER prior to installation of the CIPP liner or repair sleeve. If the
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-2
sewer line is determined not to be adequately cleaned, it shall be re-
cleaned, and CCTV inspected by the CONTRACTOR at no additional cost
to the OWNER. If the inspection is not completed such that all of the interior
surface of the pipe is able to be viewed, the pipe shall be re-inspected at no
additional cost to the OWNER.
B. POST – REHABILITATION
After rehabilitation of the pipe has been completed, the CONTRACTOR
shall again complete CCTV inspection of the interior of each pipe that was
rehabilitated. Inspection shall be sufficient to clearly see all the interior of
the pipe and the newly installed CIPP liner or point repair sleeve. Any errors
or required corrections for the rehabilitation method should be addressed
by the Contractor.
The ENGINEER will review video recordings and logs to ensure compliance
with the requirements listed in this specification and contract documents. If
any portion of the liner/pipe is determined not acceptable, the liner/pipe shall
be repaired or replaced, whichever the ENGINEER deems appropriate, and
re-inspected by CCTV, at no additional cost to the OWNER.
1.3 SUBMITTALS
A.
The following submittals shall be provided by the CONTRACTOR for
review.
1.
CONTRACTOR reference projects per 02761-1.2.
2.
Operator PACP certificate and reference projects per 02761-1.2.
3.
Manufacturer’s product literature for video equipment to be used.
4.
One copy each, of the finished video recordings/photographs
and USB external hard drive, showing the existing sewer
pipelines after cleaning and the sewer pipelines after liner
installation, shall be submitted to the ENGINEER. The
ENGINEER will review the recordings, not for accuracy of
content, but to make sure that the required information is
provided, and the recording is of acceptable quality. If the
ENGINEER determines that the video recording is defective or
not of adequate quality, the CONTRACTOR shall CCTV inspect
again at the CONTRACTOR’s expense.
1.4 MEASUREMENT AND PAYMENT
CCTV shall be incidental to the Work. Additional CCTV inspections required
after the initial inspection, due to the failure of the initial inspection, shall be
paid for by the CONTRACTOR.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-3
Part 2 – PRODUCTS
2.1 MATERIALS
A.
TELEVISION INSPECTION CAMERA(S)
Camera(s) shall be intrinsically safe and shall be operative 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, in-focus picture of the entire
inside periphery of the sewer.
B.
VIDEO RECORDINGS
Video recordings of all sewer line inspections shall be made on high-
quality color USB external hard drive. The audio portion of the
composite videotape shall be sufficiently free from electrical
interference and background noise to provide complete intelligibility of
the oral report.
C.
FOOTAGE COUNTER
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
Video equipment shall include genlocking capabilities to the extent
that computer generated data (i.e., footage, date, size, address and
location, etc.) as determined by CITY can be overlaid onto video, and
both indicated on the television monitor and permanently recorded on
the inspection video.
E.
FLOW IN SEWERS
During CCTV inspections, and continuously until completion of liner
installation and inspection, the CONTRACTOR shall provide
temporary dry conditions in the sewer pipelines. The bypassing
requirements are provided in Section 02661, Diversion of Sewage
Flow and Dewatering.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-4
Part 3 – EXECUTION
3.1 INSPECTION METHODS
A.
VERBAL COMMENTARY
The CONTRACTOR shall record on the audio track of the video
inspection recording narrative of the location, upstream and
downstream control points, date, and time of the inspection.
B.
ACCESS
The ENGINEER shall have access to observe the monitor and 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.
C.
INSPECTION RATE
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.
D.
IMAGE PERSPECTIVE
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 video
recorded 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.).
E.
SEWER IDENTIFICATION
All inspection documentation shall include the sewer location.
+ + END OF SECTION + +
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-1
SECTION 02767
CIPP LINING OF EXISTING SEWERS
PART 1 – GENERAL
1.1
DESCRIPTION
A. SCOPE
This section specifies a cured-in-place pipe (CIPP) liner for the rehabilitation of
sanitary sewer pipe as indicated on the plans. The CIPP liner is a flexible tube
composed of either fiberglass or felt. The tube is impregnated with a
thermosetting or ultraviolet (UV) activated resin. The liner is placed inside a
deteriorated sewer pipe by either inversion or insertion. The liner is then cured
via exposure to hot water, steam, or UV light. The finished product is a
continuous watertight liner from manhole to manhole, tight fitting to the host
pipe, and smooth interior surface.
The CONTRACTOR is made aware that the lining of the sewers may occur
during the summer months with temperatures exceeding 115 degrees F and
severe thunderstorms. The CONTRACTOR shall be prepared for these weather
conditions and alter installation procedures accordingly.
This section also specifies service lateral connection (SLC) seal also referred to
as Top Hats™. The SLC seals the point of connection from a main pipeline to a
connecting lateral pipeline and is installed without excavation using a resin-
impregnated, flexible laminate installed into the existing service lateral, lapping
over the main pipeline, sealing the connection.
Removal of intruding gasket is also included in this specification as part of the
preparation work required prior to insertion of a CIPP liner. This work includes
trimming and removing the gasket such that it is flush with the interior pipe wall.
1.2
QUALITY ASSURANCE
A. REFERENCES
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-2
requirements of this section and those of the listed documents, the requirements
of this section shall prevail.
B. CIPP LINER SAMPLES AND TESTING
1. SAMPLE PREPARATION: The CONTRACTOR shall prepare samples
of the installed CIPP liner for subsequent testing of its physical
properties. Samples shall be prepared and tested using the flat plate
sampling method in accordance with the procedures in Section 8.1 of
ASTM F1216 or ASTM F1743, or Section 7 of ASTM 2019, as is
applicable. For fiberglass tube that is UV light cured, restrained samples
shall be taken at the manholes. The sample will be constructed on the
Reference
Title
ASTM D543 Test Method for Resistance of Plastics to Chemical Reagents
ASTM D638 Test Method for Tensile Properties of Plastics
ASTM D790 Flexural Properties of Unreinforced and Reinforced Plastics and
Electrical Insulating Materials
ASTM D883 Definitions and Terms Relating to Plastics
ASTM
D1600
Abbreviations, Acronyms, and Codes for Terms Relating to
Plastics
ASTM
D2990
Test Method for Tensile, Compressive and Flexural Creep and
Creep-Rupture of Plastics
ASTM
D3567
Standard Practice for Determining Dimensions of “Fiberglass”
(Glass-Fiber-Reinforced Thermosetting Resin) Pipe and Fittings
ASTM
D5813
Standard Specification for Cured-in-Place Thermosetting Resin
Sewer Piping Systems
ASTM F216 Rehabilitation of Existing Pipelines and Conduits by Inversion
and Curing of a Resin Impregnated Tube
ASTM F412 Definitions of Terms relating to Plastic Piping Systems
ASTM
F1216
Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by Inversion and Curing of a Resin Impregnated Tube
ASTM
F1743
Rehabilitation of Existing Pipelines and Conduits by Pulled-in-
Place Installation of Cured-in-Place Thermosetting Resin Pipe
(CIPP)
ASTM
F2019
Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by the Pulled in Place Installation of Glass Reinforced
Plastic (GRP) Cured-in-Place Thermosetting Resin Pipe (CIPP)
DIN EN 761 Plastic piping systems – Glass-reinforced thermosetting plastics
(GRP) pipes – Determination of the creep factor under dry
conditions
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-3
same materials (tube and resin/catalyst) as is used for that given liner
installation. The flat plate sample shall be large enough to provide five
sample specimens for each Short Term Flexural (Bending) properties as
per ASTM D790 and ASTM D638 respectively. The sample will be
clamped in a mold and placed in the downtube during the curing period
of the CIPP tube. The samples shall be removed after all the water is
removed from the cured pipe tube.
2. SAMPLE LABELING: The CONTRACTOR shall individually label the
samples with permanent ink with the following information:
a. Date and time the sample was removed and bagged
b. Sample location
c. Liner length, diameter and thickness
d. Resin
e. Catalyst or hardener
f. Installation method (inversion or pull-in)
g. Curing process (hot water or steam
3. CHAIN OF CUSTODY: The CONTRACTOR shall prepare a chain of
custody form for the CIPP samples and submit to the ENGINEER with
the following documentation:
a. Project name
b. Project number
c. Contractor name and person responsible for collecting samples
d. Sample number (use manhole number or location where the
sample was cured)
e. Date and time the sample was removed and bagged
f. Location of curing (downtube, silencer, outlet chamber, etc.)
g. Type of restraint used
The signed chain of custody form shall be presented to the ENGINEER,
who will independently verify that the sample is the correct sample and
has been properly bagged and labeled for shipment. The ENGINEER
will sign the chain of custody form and sample so attesting. A copy of
the delivery manifest and chain of custody form will be given to the
ENGINEER after all signatures are affixed and the sample is ready for
shipment.
4. SAMPLE TESTING. The cured sample shall be tested by an
independent third-party testing laboratory, as recommended by the
CIPP liner manufacturer and approved by the ENGINEER, for the
following properties:
a. The flexural (bending) properties of the cured resin shall have
minimum initial test values as given in Table 1 of ASTM F1216,
ASTM F1743, or ASTM F2019, whichever is applicable.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-4
b. 50-year Flexural Creep Modulus in accordance with ASTM
D2990 at 10,000 hours or equal test as approved by the
ENGINEER. If approved 10,000 hour tests are not available,
CONTRACTOR shall use a minimum 50% reduction (50%
retention) of Flexural Modulus of Elasticity (per ASTM F1216,
ASTM F1743, or ASTM F2019 whichever is applicable) for all
formula calculations.
c. Long term properties in accordance with ASTM D2990.
d. The CONTRACTOR shall be responsible for all costs associated
with the testing of the liner physical properties.
Final payment to CONTRACTOR will not be made until test results
are received. 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.
5. SAMPLING FREQUENCY: The above-stated sampling shall be
performed for each truckload of shipped CIPP. For example: one flat
plate sample from each CIPP delivery.
6. WALL THICKNESS: The wall thickness of the felt tube shall be ordered
to the next standard 1.5 mm incremental thickness above the minimum
calculated design thickness. 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 resin to pass during
impregnation. The minimum wall thickness shall be determined at a
minimum of three locations on a cut section of the CIPP flat plate sample
using a method of measurement accurate to the nearest 0.005 inch.
Thickness measurements do not take into account the outer or inner foil
layers. The minimum value shall meet the requirements of Section
02767.
C. INSPECTION:
The ENGINEER shall inspect the CIPP after installation, which shall include
end seals, seals at manholes, service reconnections, and SLC seals. The
inspection will be performed and recorded using CCTV equipment in
accordance with Section 02761. If visible defects are observed in the CIPP
liner, it will result in the CIPP liner being considered defective work which
will be handled in accordance with MAG Section 106.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-5
D. LAYER INSPECTION
The layers of the cured fiberglass CIPP sample shall be uniformly bonded.
It shall not be possible to separate any two layers with a probe so that the
layers separate cleanly. If separation of the layers occurs during inspection
of the field samples, then new samples will be cut from the manhole and
inspected. Any reoccurrence may cause rejection of the work.
E. CIPP LINER HANDLING:
The CONTRACTOR shall be responsible for the delivery, storage, handling,
and installation of all materials for CIPP in accordance with the written
manufacturer’s requirements and recommendations.
CONTRACTOR shall exercise adequate care during transportation,
handling, and installation to ensure the CIPP material is not torn, cut,
exposed to direct sunlight, or otherwise damaged. If any part or parts of the
CIPP materials 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.
E. WARRANTY:
The CONTRACTOR shall warrant the completed work against defects in
workmanship and material for a period of one year from the date of final
acceptance. The ENGINEER, while not acting as quality control agent for
the CONTRACTOR, shall be allowed to view and document any portion of
this contract, including but not limited to, verifying the type and quantities of
resin used at any point during this work.
Testing for chemical resistance shall be performed on a previously prepared
sample of the finished product, proposed for this project. A certified affidavit,
signed by an officer of the company, shall be provided stating that the resin
the tests apply to and the resin submitted for this project are the same.
Finished and cured CIPP liner properties specified in Part 2 shall be tested
as specified. Previous test data will not be acceptable.
1.3
SUBMITTALS
The following submittals shall be provided:
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-6
A. Certification showing the CONTRACTOR is currently licensed by the
appropriate licensor to perform CIPP installation and curing. Certification
shall be given to the ENGINEER before any materials are delivered to the
job site.
B. A certified affidavit, signed by an officer of the company, shall be provided
stating that the CONTRACTOR’S on-site Field Superintendent has received
proper training by the manufacturer for the steam and hot water CIPP liner
installation methods and procedures, as applicable. Certification shall be
given to the ENGINEER before any materials are delivered to the job site.
C. The type of tube material, resin and catalyst/hardener to be used.
Certification stating CIPP tube has been manufactured in accordance with
ASTM F1216, ASTM F1743, or ASTM F2019, as applicable, and resin is,
suitable for its intended use.
D. Prior to insertion, the CONTRACTOR shall provide data on the maximum
allowable stresses, maximum pulling force (if pull-in-place method is used),
and maximum elongation of the tube.
E. Shop drawings which detail short- and long-term properties (providing all
supporting test data) of all component materials and construction and
recommendations for material storage and temperature control, CIPP liner
handling, insertion, curing, trimming, and finishing.
F. Materials, methods, and equipment to be used for end seals at manholes
and structures.
G. Structural design calculations for each CIPP liner segment (manhole to
manhole) for fully deteriorated pipe condition to include size, the
recommended thicknesses, field measurements, and assumptions used as
the basis for calculations which demonstrate that the liner has been properly
sized to avoid the creation of wrinkles or folds. All calculations shall be
signed and sealed by a Registered Civil Engineer in the state of Arizona
and submitted in duplicate to the ENGINEER at least 10 working days prior
to the start of work.
H. Detailed method for addressing CIPP sampling requirements including
location and size of each sample, method of removal, method of liner repair.
I.
CCTV Inspection reports as specified in Section 02761.
J.
The CONTRACTOR shall provide a delivery manifest for each liner with the
following information:
1. The inversion location where the liner will be installed.
2. Provide the manhole numbers for each end of the inversion.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-7
3. If the CONTRACTOR has assigned an inversion number provide that
number as well.
K. Liner diameter, length, and thickness.
L. CIPP manufacturer’s recommended installation procedures, including resin
manufacturer’s curing requirements.
M. Manhole connection details.
N. Third party laboratory test results of required testing.
O. Material safety data sheets 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.
P. Written warranties as required herein.
Q. Service Lateral Connection (SLC) Seal (Top Hat™):
1. Method, procedure, or information per the specifications to provide
either an adhesive, water-tight seal to the host pipeline or a mechanical
seal between the cured SLC and host pipeline connections.
2. Technical procedure or information regarding the control and mitigation
of shrinkage and wrinkling during installation and cure.
3. Minimum of three (3) references from municipal or public wastewater
service providers in which the system proposed was used in accordance
with the specifications herein.
4. Wet-out procedures or information if wet-out at the manufacturing plant.
5. Physical properties test for the proposed technology in accordance with
the specifications herein that meet the minimum requirements as
identified herein.
6. Copy of the chemical resistance test for the proposed technology in
accordance with the specifications herein that meets the minimum
requirements herein.
7. MSDS Sheets.
R. Remove Intruding Gasket:
1. Method, procedure, and information per the specifications to cut and
remove the hanging gasket that protrudes into the interior of the pipe.
This work shall be completed prior to insertion of the CIPP liner.
2. Equipment that is used to trim and remove the hanging gasket.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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1.4
CONTRACTOR QUALIFICATIONS
A. The licensed CONTRACTOR, or Subcontractor, shall have CIPP lining
experience on sanitary sewers of similar size to this project and as defined
herein. The CONTRACTOR shall submit the attached CONTRACTOR
Qualification Form. The minimum qualifying CONTRACTOR experience for
this project is 3 or more projects totaling a minimum of 20,000 feet of CIPP
liner successfully installed in sewers within the past 5 years. This
experience shall be for projects completed within the United States with the
same CIPP liner and resin combination proposed for this project.
CONTRACTOR shall provide project lengths, diameters, date of
installation, owner name and telephone number, CIPP liner manufacturer
and resin type on the Qualification Form. References may be checked.
B. The CONTRACTOR shall provide a full-time project Superintendent for the
project. The Superintendent shall meet all the same qualifications called out
above for the CONTRACTOR. The CONTRACTOR shall submit the
attached Superintendent Qualification Form six (6) working days after bid
opening. All requested information must be provided. References may be
checked.
C. Service Lateral Connection (Top Hat™): Current certification by
manufacturer to install the system proposed in accordance with the
specifications herein. Certification shall indicate the Contractor has been
licensed or certified by the manufacturer for a minimum of two (2) years.
1.5
MEASUREMENT AND PAYMENT
CURED IN PLACE PIPE (CIPP)
A. Definition: Full compensation for all work associated with preparation and
installation of fully deteriorated cured-in-place pipe (CIPP) liner as indicated
in the Design Drawings and as described in these Technical Specifications.
Work includes field measurement of existing interior pipe diameter prior to
ordering materials; preparation of existing sewer pipe including standard
cleaning of pipe including removal of sediments, roots, grease, and other
materials; heavy cleaning for removal of tuberculation from DIP will be
measured and paid for separately under item Heavy Cleaning of Existing
Pipe (Allowance); pre- and post-construction CCTV inspection; removal of
any objects protruding into the pipe such as service taps, removal of any
gaskets hanging in the pipe at the joints, repair of severely offset joints, and
other items as required to ensure a smooth profile once the CIPP is
installed; wetting out of CIPP bag; transportation of CIPP to project
locations; on-site storage of CIPP as required to prevent curing of CIPP
prior to insertion; insertion of CIPP bag into the pipe via inversion or pull-in
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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method; heated water or steam curing of the CIPP in accordance with the
manufacturer’s recommendations and the approved design; reopening of
service taps; end seals; sampling, third-party testing; disposal of curing
water; and all necessary safety and support systems required to perform
the work.
B. Measurement: Measurement for CIPP lining of existing sewers shall be per
linear foot along the longitudinal axis of the pipe and shall extend from
center of upstream manhole to center of downstream manhole.
C. Payment: Payment for CIPP lining of existing sewers shall be per linear foot
of CIPP installed at the appropriate diameter as called for on the plans
including all work as described above.
SERVICE LATERAL CONNECTION (SLC) SEAL
A. Definition: Service lateral connection (SLC) seal (also known as Top Hat™)
includes all materials, equipment, and labor necessary to install SLC seal
at the locations shown on the plans with the intent of providing a seal at the
existing sewer service connections where there may be a gap in the existing
connection of the service lateral to the pipe.
B. Measurement: Measurement for SLC Seal (Top Hat™) shall be per each.
C. Payment: for SLC Seal (Top Hat™) will be made per the unit price bid per
each for each unit installed at the locations shown in the plans.
REMOVE INTRUDING GASKET
A. Definition: Remove Intruding Gasket includes all materials, equipment, and
labor necessary to remotely cut and remove hanging gasket from within the
interior of the mainline sewer pipe. The hanging gasket shall be cut and
removed sufficient so that it does not reflect through the new CIPP liner.
Cutting of the hanging gasket shall be completed by equipment compatible
with such work. All work shall be completed prior to installation of the CIPP
liner into the mainline sewer pipe.
B. Measurement: Measurement for Remove Intruding Gasket shall be per
each.
C. Payment: for Remove Intruding Gasket will be made per the unit price bid
per each for each unit installed at the locations shown in the plans.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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REMOVE OBSTRUCTION FROM PIPE
A. Definition: Remove Obstruction From Pipe includes all materials,
equipment, and labor necessary to remotely locate and remove existing
obstruction from within the interior of the pipe at the location shown on the
plans. The obstruction shall be removed without damaging the pipe so as
not to hinder rehabilitation of the pipe with a CIPP liner. The obstruction
once removed shall be properly disposed of. All work shall be completed
prior to installation of the CIPP liner into the mainline sewer pipe.
B. Measurement: Measurement for Remove Obstruction From Pipe shall be
per each.
C. Payment: for Remove Obstruction From Pipe will be made per the unit
price bid per each for each unit installed at the locations shown in the
plans.
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 Section 5 of ASTM F1216, Section 5 of ASTM F1743, or
ASTM F2019, as is applicable.
B. 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, ASTM F1743, or ASTM F2019, as is applicable
and supplemented herein.
C. The finished SLC seal product shall be fabricated from materials which
when cured will be chemically resistant to withstand internal exposure to
domestic sewage and shall meet the chemical resistance requirements of
ASTM D-543. It shall also be compatible with the lining system materials
utilized in the main sewer line.
2.2
CIPP TUBE
A. FABRIC TUBING:
FELT: The Felt tube shall consist of one or more layers of absorbent,
flexible felt fabric. The layers may be woven or non-woven materials or
combination thereof, capable of carrying resin, withstand installation
pressures, sufficient strength to bridge missing pipe, and hold up under
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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curing temperatures. The seams of the tube must be leak free and stronger
than the non-seamed felt.
GLASS REINFORCED PLASTIC (GRP): The GRP tube shall consist of a
seamless, spirally would fiberglass that is flexible and has strain values
(expandable) up to ten (10) percent. The tube will not have a longitudinal
seam, including a stitched seam, stitch-free-weld or bond, or stitch-free
overlap. The tube shall be constructed to withstand installation pressures
and have sufficient strength to bridge missing pipe.
B. CHEMICAL RESISTANCE
The chemical resistance tests should be completed in accordance with Test
Method D543. Exposure should be for a minimum of one month at 73.4
degrees F. During this period, the CIPP test specimens should lose no more
than 20 percent of their initial flexural strength and flexural modulus when
tested in accordance with Section 8 of ASTM F1216 or ASTM F1743, or
Section 6 of ASTM F2019, whichever is applicable, when subjected to the
following solutions:
Chemical
Solution
FELT TUBE
Concentration
[percent]
GRP TUBE
Concentration
[percent]
Tap Water (pH 6-9)
Nitric Acid
Phosphoric Acid
Sulfuric Acid
Gasoline
Vegetable Oil
Detergent
Soap
100
5
10
10
100
100
0.1
0.1
n/a
1
n/a
5
100
100
0.1
0.1
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.
C. PHYSICAL APPEARANCE:
The tube shall be free from defects, such as tears, holes, cuts, foreign
materials, blisters, cracks, and other surface defects. The tube shall be
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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homogenous across the entire wall thickness. No dry or unsaturated layers
shall be evident.
2.3
RESINS
A. GENERAL
Resins shall be tinted for visibility and provide positive indication of
adequate liner wet-out. Resins should be appropriate for conditions
encountered in a sanitary sewer environment. Resins should withstand the
corrosive effect of residential, commercial, and industrial effluents, liquids,
and/or gases common to sewers. Resins should be resistant to abrasion
caused by solids, grit, aggregate, and/or sand.
B. TYPES OF RESIN
INVERSION METHOD: a general purpose, unsaturated, styrene-based
thermoset resin and catalyst system or an epoxy resin and hardener that is
compatible with the inversion process,
PULL-IN-PLACE METHOD: an isophthalic based polyester, or vinyl ester
thermoset resin and catalyst or an epoxy resin and hardener that is
compatible with pull-in-place installation.
C. STRUCTURAL PROPERTIES
The structural properties of the cured resin shall have minimum initial test
values as given in Table 1 of ASTM F1216, ASTM F1743, or ASTM
F2019, whichever is applicable, (and supplemented below in the table
below). Properties for these or any other enhanced resins shall be
substantiated with test data.
Test Property
Test Method FELT TUBE
Minimum
Value [psi]
GRP TUBE
Minimum
Value [psi]
Flexural strength
Flexural modulus
50-year flexural creep
modulus
ASTM D790
ASTM D790
ASTM D2990
4,500
300,000
150,000
6,500
725,000
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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2.4 DIMENSIONS
A. LENGTH: CONTRACTOR shall make allowances in determining the tube
length for stretch during installation and shrinkage during curing. The
minimum length shall be that which continuously spans the distance from
the center of the inlet manhole to the center of the outlet manhole. The
CONTRACTOR shall verify the lengths in the field before the tube is cut and
impregnated. Individual installation runs may include one or more manhole-
to-manhole sections as approved by the ENGINEER and will only be
allowed when no more than 20 lateral services are interrupted at one time.
Installation of the liner shall be through existing or new manholes.
Excavation for liner insertion shall not be permitted except to replace the
manhole cones, if necessary and/or required. The maximum inversion
installation shall be 660 linear feet without prior approval from the
ENGINEER.
B. DIAMETER: CONTRACTOR shall make allowances in determining the tube
circumference for stretch during installation and shrinkage during curing.
The tube shall be sized such that when installed it will tightly fit the internal
circumference of the original pipe. The diameter of the existing pipes may
be larger than the nominal inside diameter. It is the CONTRACTOR’s
responsibility to determine the required diameter of the liner prior to ordering
materials.
C. THICKNESS: The nominal wall thickness shall be at least the calculated
design thickness, or the minimum specified, and may be up to 15 percent
greater except where felt layers overlap, in which case it may be in excess
of this value. The wall thickness of the felt tube shall be ordered to the next
standard 1.5 mm incremental thickness above the minimum calculated
design thickness. 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 resin to pass during impregnation.
1.
Fiberglass: The impregnated tube shall have a thickness that when
compressed at installation pressures and cured will meet or exceed
the design thickness in accordance with ASTM F1216, Appendix XI.
The minimum allowable wall thickness for fiberglass CIPP is 2.8mm.
2.5 MANUFACTURER
A. CIPP LINER COMPOSITION:
1.
FELT LINER: The felt tube shall have an inner film and outer film to
prevent resin migration and contamination. The inner film and outer
film must both be styrene gas barriers.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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2.
GRP LINER: The fiberglass tube shall be saturated with the
appropriate resin using a resin bath to allow for the lowest possible
amount of air entrapment. Vacuum-suction impregnation methods
are not allowed due to the introduction of air using this method. The
liner will then be formed into a spirally would shape for the purpose
of being seamless in its cured state. An inner film and outer film
material will be added that are both impervious to airborne styrene.
The outer film will also have UV blocking characteristics. The inner
membrane will be removed after the curing process is complete.
B. MANUFACTURERS:
All impregnation or “wet-out” of the tube must be done at an EPA-regulated,
quality-controlled facility. Approved CIPP liner manufacturers are Insituform
Technologies, Inliner Technologies, Spiniello Companies, Applied Felts,
Inc., Reline America Inc., or equal.
2.6 DESIGN CRITERIA
A. The liner shall be designed for a “fully deteriorated” pipe condition in
accordance with the procedures of ASTM F1216, Appendix XI and these
special provisions. All material properties used in design calculations shall
be long-term (time-corrected) values. The CONTRACTOR shall be familiar
with the existing site conditions when preparing the liner design.
B. CONTRACTOR shall prepare design calculations for approval prior to
performing the lining work. The submitted design calculations shall provide
the following information as a minimum:
Project Number
No. X through No. XX
Manhole to Manhole designation QS-XX-MHXX to QS-XX-MHXX
Pipe Nominal Diameter (inches)
Minimum Liner thickness (inches)
Proposed Liner Thickness (inches)
The CONTRACTOR shall note that the actual level of deterioration may
vary within any given section of sewer.
C. The following parameters shall be assumed for the liner design:
1.
Fully deteriorated host pipe
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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2.
Safety factor of 2.0
3.
Modulus of soil reaction, E'S = 1,500 psi (fully deteriorated)
4.
Unit weight of soil = 140 pcf
5.
The minimum ovality for straight runs shall be 5.0 percent
6.
AASHTO H20 traffic loads
7.
AREMA E-80 railroad loads
8.
Head of groundwater of 5 feet above top of pipe
9.
Minimum 50-year service life
D. External Buckling Design: Where the CIPP is designed as a stand-alone
pipe in a fully deteriorated condition, acceptable third-party testing and
verification of design analysis techniques (ASTM F 1216, Section XI.2.2)
shall be submitted by each manufacturer and/or CIPP product. This testing
requirement can be accomplished with soil box testing.
2.7 CIPP TERMINATION POINTS
A. The CONTRACTOR shall provide shop drawings for approval detailing the
proposed CIPP liner terminations.
2.8 SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™)
A. The SLC shall form a “tee” section with a lap inside the main pipe and a
tube which shall extend continuously from the sewer main into the lateral
for a minimum of 12-inches. Configuration of laterals or other obstructions
that prevent the full installation of the SLC must be approved by the
ENGINEER or CITY. Excavation for SLC installation shall not be permitted.
The SLC shall be capable of sealing a combination of “tees” or “wyes” of
varying angle. The resin shall be cured to form the tube into a hard,
impermeable pipe-within-a-pipe.
B. When cured, the SLC shall seal the connection of the lateral to the mainline
in a continuous tight-fitting, watertight pipe-within-a-pipe to eliminate any
visible leakage between the lateral and mainline and shall provide a leak-
proof seal to prevent root intrusion, infiltration, and exfiltration between a
liner and a host pipe.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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C. Seals installed with resins that do not bond to host pipeline shall include
either (A) an adhesive epoxy compound applied at the edges of the seal
both inside the lateral and around the brim inside the main line, or (B) a
mechanical seal inside the lateral.
D. After inspection and cleaning of the mainline pipe, the Contractor shall
proceed with installing the SLC seal. Rehabilitated mains shall have
previously reinstated active lateral connections to the full diameter of the
lateral connection and include any finished brushing for a smooth cut.
E. The SLC material shall be fabricated from either a non-woven felt or
fiberglass laminate or combination thereof. The SLC manufacturer shall
supply either technical procedure or information to control or mitigate
shrinkage and wrinkling during cure.
F. The SLC material shall be fabricated to neatly fit the internal circumference
of the lateral pipeline, extends into the lateral pipeline a minimum of 12-
inches, and laps over the main pipeline wall a minimum of 4-inches.
G. The SLC shall use a polyester resin, vinyl ester resin, or epoxy-resin. The
watertight seal shall either be an adhesive epoxy compound or rubberized
seal.
PART 3 – EXECUTION
3.1
PREPARATORY PROCEDURES
A. TRAFFIC CONTROL:
Traffic control devices and plans as approved by the CITY.
B. SEWER CLEANING:
Prior to CIPP tube installation, the CONTRACTOR shall clean or heavy
clean the existing sewer in accordance with Section 02760. The
CONTRACTOR shall clear the existing sewer of obstructions such as
tuberculation, sediment or other solids or collapsed pipe that will prevent or
hinder CIPP liner installation.
C. ODOR CONTROL
At the project site prior to bypassing sewage flow, the CONTRACTOR shall
provide odor control measures, see Section 02661.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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D. SEWER BYPASSING AND DEWATERING
The CONTRACTOR shall be responsible for bypassing flow around his
work and dewatering of sewer lines in accordance with the requirements of
Section 02661.
E. CCTV INSPECTION
Experienced personnel training in locating breaks, obstacles, and service
connections by visual inspection shall perform inspection of the sewer main.
The interior of the sewer shall be carefully inspected in accordance with
Section 02761 to determine the location of conditions which may prevent
proper installation of CIPP. CONTRACTOR shall furnish television
inspection data to the ENGINEER.
F. MEASUREMENT
The existing sewer lines may be larger than their nominal size due to
corrosion of the pipe. It is the CONTRACTOR’s responsibility to measure
the actual inside diameter at different locations of the sewer to determine
the appropriate size of CIPP liner to use.
G. SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™)
1. It is required that the service lateral be inactive during the time of
installation. This is normally accomplished by turning off the services or
requesting that the businessowner/homeowner relinquish its services
during the required period of installation.
2. Line Obstructions - It shall be the responsibility of the CONTRACTOR
to clear the line of obstructions that will prevent the insertion of the SLC
material. If inspection reveals an obstruction that cannot be removed
by conventional sewer cleaning equipment, the CONTRACTOR shall
make an external point repair excavation to uncover and remove the
obstruction. The CONTRACTOR shall inform the ENGINEER prior to
the commencement of the Work.
3. The mainline pipe opening shall be prepared to accept the SLC and the
mainline rehabilitated pipe shall be maximized to obtain the best
possible connection.
4. The transition from the mainline pipe to the service lateral shall be
smooth and continuous to provide adequate support for the SLC during
installation and cure.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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H. REMOVE INTRUDING TAP
Prior to CIPP insertion into the mainline sewer pipe, any intruding service
taps shall have the end of the pipe remotely trimmed using an appropriate
tool compatible with such work. The end of the service tap shall be trimmed
flush with the interior wall of the pipe such that it will not reflect through the
cured CIPP once installed.
3.2
INSTALLATION PROCEDURES
A. GENERAL
All procedures performed by the CONTRACTOR in the CIPP installation
shall be equal to or exceed the requirements of Section 7 of ASTM F1216,
Section 7 in ASTM F1743, or Section 6 of ASTM F2019, as is applicable.
The CONTRACTOR shall designate the location where the CIPP felt tube
would be impregnated with resin (“wet-out”). Locations shall be subject to
approval by the ENGINEER and applicable local agencies. The
CONTRACTOR shall allow the ENGINEER to inspect the materials and
“wet-out” procedure.
If the “wet-out” location is not at the project site, the impregnated CIPP tube
shall be transported to site under controlled environmental conditions.
Transport vehicles shall include a tamper-resistant, sealed temperature-
recording device which records the temperature of the liner at all times after
leaving the wet-out site. The CONTRACTOR shall decide when to transport
the impregnated CIPP tube to site and when to commence insertion with
respect to weather conditions.
CONTRACTOR is responsible for obtaining construction/fire hydrant
meters from the CITY and for paying all applicable deposit fees and water
usage fees.
The CONTRACTOR shall ensure that the pressure inside of the CIPP tube
exceeds the pressure exerted on the pipe by groundwater.
The exterior of the manufactured tube shall be marked along its length at
regular intervals not to exceed five (5) feet. These marks shall be used as
a gauge to measure elongation during insertion. Should the overall
elongation of a reach exceed five percent (5%) of the overall length for fabric
tube and two percent (2%) for GRP tube, the liner tube shall be rejected
and replaced.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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B. CIPP INSTALLATION PROCESS
CIPP installations will not be undertaken in weather conditions that could
jeopardize the installation of the CIPP or be detrimental to the long-term
performance of the CIPP. All equipment, labor, and materials required to
complete the work must be ready on-site before installation begins. The felt
CIPP liner will be installed by the inversion tube method or the pull/winch
method. The fiberglass CIPP liner will be installed winching or pull-in-place
method.
1. INVERSION METHOD: The tube shall be impregnated with a liquid
thermosetting resin and lowered into the manhole through an
inversion tube. The inversion tube will then be filled with water or air
where the weight of the water or air pressure will push the tube
through the damaged pipe inside out, while pressing the resin
impregnated side firmly against the inside walls of the damaged pipe.
The smooth coated side of the liner shall become the new interior
surface of the pipe.
2. PULL/WINCHING METHOD: The bottom half of the sewer pipe
throughout the section to be lined shall be covered with a polyethylene
foil or other suitable material to facilitate threading of the liner and
reduce the risk of damage to the liner material. The tube liner shall be
formed with a polyurethane coating on its interior surface. Rollers
shall be installed in the upstream and downstream manholes to guide
the liner into and out of the host pipe and to guard against chafing of
the crowns at the entry and exit from the winch cable. The resin
impregnated tube liner shall be lowered into the manhole. The tube
shall then be pulled into position within the existing pipe with the aid
of a power winch that is equipped with a device to monitor the force
and prevent excessive tension. Should the pulling force exceed the
manufacturer’s recommendations, the tube shall be rejected and
replaced. In addition, the tube liner shall use a sliding foil on the
bottom one-third of the existing conduit during winching.
The CONTRACTOR shall cap each end of the liner and use liner restraints
in the manholes. The CONTRACTOR shall introduce water or air into the
liner to inflate the liner until it has a tight fit against the inner walls of the host
pipe producing dimples at lateral and side connections and flared ends at
manholes. All hoses/pipes used for introducing water or air shall be ramped
during the installation and curing process to allow for the ease of vehicular
and pedestrian traffic. 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 vice versa.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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C. SERVICE
LATERAL
CONNECTION
(SLC)
SEAL
(TOP
HAT™)
INSTALLATION PROCESS
1. The resin impregnated tube shall be loaded inside a pressure
apparatus. The pressure apparatus, attached to a robotic device,
shall be positioned in the mainline pipe at the service connection. The
robotic device, together with a television camera, shall be used to
align the SLC repair with the service connection opening. Air
pressure, supplied to the pressure apparatus through an air hose,
shall be used to invert or expand the resin impregnated SLC into the
lateral pipe. The pressure shall be adjusted to fully place the SLC into
the lateral pipe and hold the tube tight to the pipe wall. Care shall be
taken during the curing process not to over-stress the tube. The
pressure apparatus shall include a bladder which shall inflate in the
mainline pipe, effectively seating the SLC repair against the service
connection.
2. After inversion or pull in is completed, recommended pressure is
maintained on the impregnated tube for the duration of the curing
process.
D. CIPP CURING
The curing process shall follow a step cure or similar approach
recommended by the manufacturer and approved by the ENGINEER and
shall be held at the top step for an adequate length of time as determined
by the liner manufacturer to ensure that the design physical properties are
attained.
1. HOT WATER CURING
a. CONTRACTOR shall use a flexible and impermeable calibration
hose to inflate the tube. The calibration hose may or may not
remain in the complete installation. Any dry tube or inflation hose
material that enters the existing pipe that has not been previously
vacuum impregnated with resin under controlled conditions
cannot be included in the structural wall of the CIPP. The nominal
thickness of this material shall be deducted from the field sample
thickness measured in order to verify that the minimum specified
wall thickness is achieved. Hose material remaining in the
installation shall be compatible with the resin system used, shall
bond permanently with the tube, and shall be translucent to
facilitate post installation inspection. Hose materials which are to
be removed after curing, shall be of non-bondable material. After
the tube is inserted through the pipe section, the CONTRACTOR
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
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shall heat the water by circulating it through a boiler, where the
hot water will cause the resin to cure.
b. The CONTRACTOR shall monitor the temperature of the tube
liner during curing by remote temperature sensors placed at the
interface of the existing pipe and the CIPP. A minimum of two
temperature sensors shall be installed, one at either end of the
length being lined. The curing process shall not be terminated
until the temperature sensor readings indicate that a satisfactory
cure has been completed. Any extended cure times shall not
adversely affect the properties of the CIPP lining material.
c. Circulation water shall cool down to at least 100 degrees F for 1
hour before releasing the hydrostatic head.
d. The rate of temperature rise and fall during heating and cooling
shall not exceed 2 degrees F per minute.
e. The water shall be evacuated from the pipe at a controlled rate to
prevent negative pressure in the pipe. The water shall not be
released until the water is at an ambient air temperature.
2. STEAM CURING
a. Steam source and air compressors are used to circulate the
steam/air
mixture
through
the
pipe
at
a
temperature
recommended by the manufacturer causing the resin to harden.
b. The CONTRACTOR shall monitor the temperature of the tube
liner during curing by remote temperature sensors placed at the
interface of the existing pipe and the CIPP. A minimum of two
temperature sensors shall be installed, one at either end of the
length being lined. The curing process shall not be terminated
until the temperature sensor readings indicate that a satisfactory
cure has been completed. Any extended cure times shall not
adversely affect the properties of the CIPP lining material.
c. The temperature of the air shall cool down to at least 140 degrees
F for 1 hour before releasing air pressure.
d. The outlet hose shall be equipped with a pressure regulating
valve, temperature gauge, and pressures gauge.
3. ULTRAVIOLET CURING
a. During the curing process, infrared sensors will record the curing
parameters using a computer and database that are tamper
proof. The curing parameters shall be controlled as determined
by the manufacturers’ quality protocol. The curing data shall
consist of the following:
1)
Curing speed
2)
Light source working and wattage
3)
Inner air pressure
4)
Exothermic temperature
5)
Date and time
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-22
6)
Length of liner
b. The ultraviolet curing apparatus shall operate between 200 to
400-nm ranges.
c.
The ultraviolet curing apparatus shall be pulled through the liner
at a speed recommended by the manufacturer while a constant
air pressure maintains inflation and pressing of the liner material
tightly against the inner walls of the host pipe.
E. SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™) CURING
1. Curing method shall be compatible with the resin selected. The initial
cure shall be deemed to be completed when the SLC has been
exposed to the UV light, heat source or held in place for the time
period specified by the manufacturer.
2. The Contractor shall cool (if heat cured) the hardened SLC before
relieving the pressure in the pressure apparatus. Cool-down may be
accomplished by the introduction of cool air into the pressure
apparatus. Care shall be taken to maintain proper pressure
throughout the cure and cool-down period.
3. If cured by ambient-cure process, the Contractor shall maintain
bladder pressure until SLC has completely cured per manufacturer’s
recommendations before relieving the pressure in the pressure
apparatus.
4. SLC shall be cured in place by the manufacturer’s suggested resin
technology, using a polyester resin, vinyl ester resin, or epoxy-resin
with a watertight seal which shall be comprised of either an adhesive
epoxy compound or rubberized seal.
5. Material shall be impregnated with resin in a controlled environment
and stored per manufacturer’s recommendations for transport.
6. Method of cure shall be either heat-cure process, ultra-violet light
exposure, or ambient-cure process and shall result in a cured in place
seal per all specifications herein and meet the minimum physical
properties represented herein.
7. Contractor shall maintain a visible, written log of all activities in
accordance with manufacturer’s recommendations and shall include
time/location of wet out, time of insertion, time/location of lateral
insertion, bladder pressure requirements, required cure time, actual
cure time, and cool down duration.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-23
3.3
FINISHED CIPP PRODUCT
A. FINISH:
The finished CIPP shall be continuous over the entire length of an
installation run, manhole to manhole. The wall color of the interior CIPP
surface after installation shall be a light reflective color so that a clear
detailed examination with CCTV equipment may be made.
B. DEFECTS:
Any defects or non-conforming work as determined by the ENGINEER
shall be corrected at the CONTRACTOR’S expense.
1. UNDER THICKNESS LINER:
A minimum wall thickness at any point shall not be less than 90% of
the design thickness, or the product will be considered unacceptable.
An under-thickness liner may be brought into compliance by either:
a. Removal and replacement of the undersized liner, or
b. Install a second liner with full wall thickness as stated on the liner
design submittal after acceptable surface preparation of the
undersized liner interior. This option will be considered by the
CITY on a case-by-case basis. The CITY will consider the loss of
flow capacity and this option may be refused for that reason. The
addition of a thin liner that makes up the difference of the under
sizing is not an acceptable remedy because the structural
properties are not additive if they are not cured simultaneously.
2. FLEXURAL TESTING FAILURE:
In the event of a failure of the flexural strength, flexural modulus or
flexural creep tests, another flat plate sample shall be tested. Should
the second sample fail, the liner shall be brought to compliance by
either:
a. Removal and replacement of the undersized liner, or
b. Install a second liner with full wall thickness as stated on the liner
design submittal after acceptable surface preparation of the
undersized liner interior. This option will be considered by the
CITY on a case-by-case basis. The CITY will consider the loss of
flow capacity and this option may be refused for that reason. The
addition of a thin liner that makes up the difference of the under
sizing is not an acceptable remedy because the structural
properties are not additive if they are not cured simultaneously.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-24
3. WRINKLES:
a. Circumferential wrinkles in the bottom half of the finished liner
pipe which exceed three (3) percent of the nominal diameter in
height are unacceptable and shall be removed or repaired by the
CONTRACTOR. Methods of repair shall be proposed by the
CONTRACTOR and submitted to the ENGINEER for approval.
b. Circumferential or longitudinal wrinkles in the finished liner pipe
which reduce the hydraulic capacity of the pipe (wrinkles which
exceed five (5) percent of the nominal pipe diameter) are
unacceptable and shall be removed or repaired by the
CONTRACTOR. Methods of repair shall be proposed by the
CONTRACTOR and submitted to the ENGINEER for approval.
c. 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. Methods of repair shall be
proposed by the CONTRACTOR and submitted to the
ENGINEER for approval.
d. Wrinkles in the finished CIPP that reduce the structural integrity
of the CIPP are unacceptable. CONTRACTOR shall repair or
replace that section of the pipe. Methods of repair shall be
proposed by the CONTRACTOR and submitted to the
ENGINEER for approval.
4. OTHER DEFECTS:
Other defects such as foreign inclusions, dry spots, pinholes,
delamination, or wrinkling beyond the specification allowances,
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 CONTRACTORS’ expense.
Methods of repair shall be proposed by the CONTRACTOR and
submitted to the ENGINEER for approval.
C. GRP CIPP LINER
1. INNERFILM: The inner film of the fiberglass CIPP liner should be
removed and discarded to provide optimal quality of the final product.
2. FLUSHING: Flushing of the UV cured fiberglass liner (to reduce
styrene residual) is not required provided third party testing results
document styrene residual levels (without flushing) are within
acceptable defined levels.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-25
D. CIPP TERMINATION POINTS (END SEALS):
1. End seals shall be not be installed until the CIPP pipe has relaxed for
a minimum period of 24 hours.
2. The CIPP shall make a tight seal at the manhole opening with no
annular gaps. The liner shall be cut neat and trimmed.
3. The CONTRACTOR shall secure the connections between the CIPP
and the connection liner end seals. The securing materials shall
adequately bond with the host CIPP pipe per CIPP manufacturer’s
specifications and shall be significantly different in color from the liner.
4. The CONTRACTOR shall furnish and apply epoxy resin to CIPP liner
end seal at all upstream and downstream ends of the CIPP liner to
form a watertight seal.
E. SERVICE RECONNECTIONS:
1. After the curing is complete, existing lateral service connections shall
be re-established. The cut liner shall have no jagged edges and shall
be sanded smooth. The CONTRACTOR shall provide a seal,
recommended by the lining manufacturer, at the service connection
so that no leakage of fluids may infiltrate between the liner and the
existing sewer surface. Seals must be submitted and approved prior
to use.
2. Reinstate service laterals using only remote internal methods (prior to
CIPP acceptance).
3. Where the CIPP liner does not create dimples at the service
connections or in other ways indicate the locations, the exact location
shall be determined from the internal inspection data. It shall be the
CONTRACTOR’s responsibility to accurately locate and reinstate all
service connections after the CIPP installation and curing has been
completed. All service connections shall be reinstated to a minimum
of 95% of the original opening, centered on the lateral opening.
4. Any misplaced cuts made by the remote internal method while
reinstating service laterals will be repaired using approved materials
and a remote internal method at no additional cost to OWNER.
3.4
FINISHED SERVICE LATERAL CONNECTION (SLC) SEAL (TOP
HAT™) PRODUCT
A. DEFECTS
1. The finished SLC shall be free of dry spots, lifts and de-lamination.
The lateral SLC shall not inhibit the closed-circuit television post video
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-26
inspection of the mainline or service lateral pipes. Frayed ends of the
SLC repair shall be removed prior to acceptance.
2. During the warranty period, any defects which will affect the integrity
or strength of the SLC shall be repaired at the CONTRACTOR’S
expense in a manner mutually agreed upon by the Manufacturer,
CITY and the CONTRACTOR.
B. PROPERTIES
1. The structural performance of the finished pipe shall be adequate to
accommodate all anticipated loads throughout its design life. No
cured-in-place pipe rehabilitation technology will be allowed that
requires bonding to the existing pipe for any part of its structural
strength.
3.5
FINISHED LIQUID WASTE DISPOSAL
The CONTRACTOR shall obtain the ENGINEER’S written approval prior to
the disposal of the water and/or condensate from the curing process into
the sanitary sewage system.
3.6
CLEANUP
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.
+ + END OF SECTION + +
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-1
SECTION 03600
GROUT
PART 1 - GENERAL
1.1 - DESCRIPTION
This section specifies grout for uses other than masonry or annular space grouting.
1.1.1. - References
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the requirements
of this section and those of the listed documents, the requirements of this section
shall prevail.
Reference
Title
ASTM C33
Concrete Aggregates
ASTM C40
Organic impurities in Fine Aggregates for Concrete
ASTM C88
Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C117
Material Finer than 75 um (No. 200) Sieve in Mineral Aggregates by
Washing
ASTM C136
Sieve Analysis of Fine and Coarse Aggregates
ASTM C150
Portland Cement
ASTM C289
Potential Reactivity of Aggregates (Chemical Method)
ASTM C494
Chemical Admixtures for Concrete
ASTM 3881
Epoxy-Resin-Base Bonding Systems for Concrete
ASTM D2419
Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate
ASTM E329
Inspection and Testing Agencies for Concrete, Steel, and Bituminous
Materials as Used in Construction
CRD-C621-91
Corps of Engineers Specification for Nonshrink Grout
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-2
1.1.2. - Quality Assurance
To demonstrate conformance with the specified requirements for grout, the
CONTRACTOR shall provide the services of an independent testing laboratory
that complies with the requirements of ASTM E329. The testing laboratory shall
sample and test grout materials as required in this section. Costs of testing
laboratory services shall be borne by the CONTRACTOR.
1.2 - MEASUREMENT AND PAYMENT
No separate measurement or payment for this item. Grouting shall be considered
incidental to the Work for which grouting is necessary, such as, manhole
installation and sewer connection to manholes.
PART 2 - PRODUCTS
2.1 - MATERIALS
2.1.1. - Cement
Portland cement shall be ASTM C150 Type II or Type V, low alkali, containing less
than 0.60 percent alkalis.
2.1.2. - Aggregate
A. GENERAL: Aggregate shall be nonreactive and shall be washed before use.
When sources of aggregate are changed, test reports shall be provided for the
new material. The tests specified shall be performed prior to commencing grout
work.
B. FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of
either sand or crushed stone regularly graded from coarse to fine and shall
conform to ASTM C33 as modified herein. When tested in accordance with
ASTM C136, gradation shall be such that 100 percent by weight will pass a
standard No. 8 mesh sleeve and no less than 45 percent by weight will pass a
standard No. 40 mesh sieve.
Variation from the specified gradations in individual tests will be acceptable if the
average of three consecutive tests is within the specified limits and the variation is
within the permissible variation listed below:
U.S. standard sieve size
Permissible variation in individual tests [percent]
30 or coarser
2
50 or finer
0.5
Other tests shall be in accordance with the following specifications:
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-3
Test
Test Method
Requirements
Organic Impurities
ASTM C40
Color lighter than Amount of Material Standard
Passing No. 200 Sieve
ASTM C117
3% maximum by weight
Soundness
ASTM C88
10% maximum loss with sodium sulfate
Reactivity
ASTM C289
Innocuous aggregate
Sand Equivalent
ASTM D2419
Minimum 80
2.1.3. - Admixtures
A. GENERAL: Admixtures shall be compatible with the grout. Calcium chloride
or admixtures containing calcium chloride are not acceptable. Admixtures shall
be used in accordance with the manufacturer’s recommendations and shall be
added separately to the grout mix.
B. WATER REDUCING RETARDER: Water reducing retarder shall be ASTM
C494 Type D and shall be Master Builders Pozzolith 300-R, Sika Corporation
Plastiment, or equal.
C. LUBRICANT FOR CEMENT PRESSURE GROUTING: Lubricant additive for
cement pressure grouting shall be Intrusion Prepakt Intrusion Aid, Sika
Intraplast N, or equal.
D. Water for washing aggregate, for mixing and for curing shall be free from oil
and deleterious amounts of acids, alkalis, and organic materials; shall not
contain more than 1000 mg/1 of chlorides as C1, nor more than 1300 mg/1 of
sulfates as SO4; and shall not contain an amount of impurities that may cause
a change of more than 25 percent in the setting time of the cement nor a
reduction of more than 5 percent in the compressive strength of the grout at 14
days when compared with the result obtained with distilled water. Additionally,
water used for curing shall not contain an amount of impurities sufficient to
discolor the grout.
2.1.4. - Bonding Compounds
Epoxy resin bonding compounds shall be used for wet areas and shall be Sika
Chemical Corporation, Sikadur 32 Hi-Mod, 32 Hi-Mod LPL, or 35 Hi-Mod LV 350,
370, or 390m as applicable; or equal.
Non-epoxy bonding compounds shall be used for dry areas and shall be Burke
Company, Acrylic Bondcrete; Imperial Chemical Industrial, Inc., Thoro System
Products, Acryl 60; Thoro Bond; or equal.
A. CURING COMPOUND
Curing compound shall be Master Builders, MasterSeal; A.C. Horn Inc., Horn
ClearSeal EM 180, Burke Company Spartan Cote WB Cure Seal Hardener; or
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-4
equal, conforming to ASTM C309. Curing compounds shall be clear and shall be
applied in accordance with the manufacturer’s instructions.
2.2 - GROUT
2.2.1. - Cement Grout
Cement grout shall be a mixture of one part cement, two parts sand, proportioned
by volume, admixtures for pressure grouting, and sufficient water to form a
workable mix.
2.2.2. - Non-shrink Grout
Non-shrink grout is available with both metallic and nonmetallic aggregate. Metallic
aggregate grout shall be Master Builders Embeco 636, Burke Company Metallic
Spec Grout, Sonneborn Ferroligh G Redimix, or equal. Nonmetallic aggregate
grout shall be Five Star Products, Inc. Five Star Grout, Master Builders Masterflow
713, Burke Company Non-Ferrous, Non-Shrink Grout, or equal.
2.2.3. - Epoxy Grout for Crack Repair and Dowel Anchorage
Except as noted below, epoxy grout shall be a high modulus, two-component,
moisture insensitive, 100 percent solids, thermosetting modified polyamide epoxy
compound. The consistency shall be a paste form capable of not sagging in
horizontal or overhead anchoring configurations. Material shall conform to ASTM
C881 Type 1, Grade 3, such as Adhesive Ownering Concresive 1440 series, Sika
Corporation Sikadur Hi-Mod Series, Adhesive Technology Corporation Solidbond
200 or equal, and shall have a heat deflection temperature in excess of 130
degrees F.
Epoxy for pressure grouting/crack injection shall be a two-component, moisture
insensitive, high modulus, injection grade, 100 percent solids, blend of epoxy-resin
compounds. The consistency shall be as required to achieve complete penetration
in hairline cracks and larger. Material shall conform to ASTM C881 Type 1 Grade
1, such as Sika Corporation Sikadur 52, Adhesive Ownering Company SCB
products, Adhesive Technology Corporation SLV 300 series, or equal.
2.2.4. - Polymer Concrete (for Resurfacing or Patching)
Polymer concrete (for resurfacing or patching) shall consist of a liquid binder and
dry aggregate mixed together to make a mortar or grout of a consistency as
required for the application. The liquid binder shall be a chemical and oil resistant,
stress relieved, low modulus, moisture insensitive, two-component epoxy-resin
compound. The consistency shall be similar to lightweight oil for proper mixing with
aggregate. Material shall conform to ASTM C881 Type 3 Grade 1, such as Sika
Corporation Sikadur Lo-Mod series, Adhesive Ownering Concresive 1470,
Adhesive Technology Corporation 400 series, or equal.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-5
The aggregate shall be oven dry in sealed packages until time of mixing, and shall
be of size and consistency compatible with recommendations of manufacturer of
liquid binder for intended application.
2.3 - PRODUCT DATA
2.3.1. - Manufacturer’s Data
Manufacturer’s data shall be provided for the following.
A. Bonding compounds
B. Nonshrink grout
C. Pressure grout
D. Retardants
E. Epoxy grout
F. Polymer concrete
2.3.2. - Laboratory Test Reports
Test reports on previously tested materials shall be accompanied by the
manufacturer’s statement that the previously tested material is the same type,
quality, manufacture, and make as that proposed for use in this project. Test
reports are required for the following:
A. Cement
B. Aggregates
C. Retardants
D. Bonding compounds
E. Epoxy resin
2.3.3. - Evidence of Testing Laboratory Competence
The CONTRACTOR shall require that the laboratory provide directly to CITY
evidence of the most recent inspection of its facilities by the Cement and Concrete
Reference Laboratory of the National Bureau of Standards. The evidences shall
show that deficiencies mentioned in the report of that inspection have been
corrected. The evidence of inspection shall be provided prior to delivery of
materials to the job site.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-6
PART 3 - EXECUTION
3.1 - GENERAL
Bonding compound for use with grout shall be recommended by grout
manufacturer. Primer, if required for polymer concrete, shall be provided per
manufacturer’s recommendation.
3.2 - CEMENT GROUT
Cement grout shall be used for filling nonbearing portions of equipment pads and
pressure grouting.
Except for the specialized equipment for pressure grouting, mixing and placing
apparatus shall be similar to that normally used for cast-in-place concrete. Grout
shall be mixed for a period of at least 1 minute. Diluted grout shall be agitated to
keep ingredients mixed.
3.3 - NONSHRINK GROUT
Nonshrink, nonmetallic aggregate grout shall be used for the bearing surfaces of
machinery and equipment bases, column base plates and bearing plates.
Nonshrink metallic aggregate grout shall be used for setting anchor bolts and
grouting reinforcing steel holes. Grout shall meet the requirements of CRD-C621
and shall be placed in accordance with manufacturer’s instructions.
Holes required for grouting shall be blown clean with compressed air and left free
of dust or standing water. Horizontal holes for grouting shall be drilled at a slight
downward angle to facilitate holding the grout until setting is complete. Bolts or
reinforcing steel installed in horizontal grout holes shall be centered in the drilled
hole.
3.4 - EPOXY GROUT
A. Epoxy grout shall be used for repairing cracks, repairing structural concrete,
and may be used for setting reinforcing dowels or anchor bolts into holes for
grouting. Concrete shall be primed in accordance with the grout manufacturer’s
instructions.
B. Use of epoxy grout for anchorage of bolts or reinforcing dowels shall be subject
to the following conditions:
1. Use shall be limited to locations where exposure, on an intermittent or
continuous basis, to acid concentrations higher than 10 percent, to chlorine
gas, or to machine or diesel oils, is extremely unlikely.
2. Use shall be limited to applications where exposure to fire or exposure to
concrete or rod temperature above the product’s heat deflection
temperature or 120 degrees F (whichever is less) is extremely unlikely.
Overhead applications (such as pipe supports) because of the above
concerns shall be disallowed.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6B
Project No. 212231
July 2024
GROUT | 03600-7
3. Approval from CITY for specific application and from supplier of equipment
to be anchored is applicable.
4. Anchor diameter and grade of steel shall be per contract documents or per
equipment supplier specifications. Anchor shall be threaded or deformed
full length of embedment and shall be free or rust, scale, grease, and oils.
5. Embedment depth and hole diameter shall be as specified.
6. Holes shall have rough surfaces, such as can be achieved using a rotary
percussion drill.
7. Holes shall be blown clean with compressed air and be free of dust or
standing water prior to application of grout.
8. Anchor shall be left undisturbed and unloaded for full curing period.
9. Anchors shall not be placed on concrete below 25 degrees F.
+ + END OF SECTION + +
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
Project Name
APPROVED REVISIONS
ZONING APPROVAL ONLY
REVIEWED
BY
SUBMITTAL#
DATE
SPEC
JWALKER
9/27/2024
242181
COG SEWER & MANHOLE REH
This review is only for general conformance of the project and general
compliance. Corrections or comments made on these drawings during this
review do not relieve Contractor/Subcontractor from compliance with the
requirements of the plans and specifications. Contractor is responsible for all
dimensions and fabrication to be confirmed and correlated at the job site
DISCIPLINE
2
AREAS 1 & 3
KEY MAP
NONE
LEGEND
SEWER SHEET
KEY MAP AREA 1
MH 0128335
KEY MAP AREA 3
59TH AVE
58TH DR
58TH AVE
57TH AVE
MYRTLE AVE
PALMAIRE AVE
GLENN DR
GLENDALE AVE
GRAND AVE
57TH DR
MH 0128336
MH 0128337
MH 0128295
MH 0127867
GLENDALE AVE
LAMAR RD
OCOTILLO RD
54TH DR
54TH AVE
53RD DR
53RD AVE
MH 0127926
MH 0127925
MH 0127922
MH 0138964
MH 0127909
MH 0127933
MH 0127908
MH 0127907
59TH AVE
58TH DR
58TH AVE
57TH AVE
57TH DR
54TH DR
54TH AVE
53RD DR
53RD AVE
STA 19+50
STA 24+00
STA 28+50
STA 298+50
STA 303+00
STA 301+50
STA 306+00
STA 399+00
STA 403+00
STA 400+50
STA 405+00
STA 409+50
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
ALLEY
STA 10+00
STA 14+10
ALLEY
ALLEY
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
PROJECT BENCH MARKS
BRASS CAP IN HANDHOLE
AT THE INTERSECTION OF 75TH AVENUE & MARYLAND AVENUE
ELEVATION = 1108.558' (NAVD88 DATUM)
BRASS CAP IN HANDHOLE
AT THE INTERSECTION OF 55TH AVENUE & CAMEBACK ROAD
ELEVATION = 1127.998' (NAVD88 DATUM)
BRASS CAP FLUSH
AT THE INTERSECTION OF 51ST AVENUE & CHOLLA STREET
ELEVATION = 1213.778' (NAVD88 DATUM)
CONTROL COORDINATE TABLE
Glendale Ave
Bethany Home Road
51st Ave
67th Ave
Northern Ave
59th Ave
Missouri Ave
43rd Ave
Camelback Road
Grand Ave
Orangewood Ave
Maryland Ave
51st Ave
59th Ave
55th Ave
Cactus Rd
Peoria Ave
Olive Ave
55th Ave
Cholla St
Mountian View Rd
Butler Dr
75th Ave
47th Ave
63rd Ave
71st Ave
16
17
18
8
7
12
9
5
6
4
32
29
20
LEGEND
BRASS CAP IN HANDHOLE
BRASS CAP FLUSH
SECTION OR 14 CORNER
AREA OF SEWER & MANHOLE REHABILITATION
AREA 3
AREA 1
1"=2500' HORZ.
3
AREAS 1 & 3
CONTROL SHEET
Base Bid 12C 161764 Control 03 DWG
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
CONTROL PLAN
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
GENERAL NOTES, LEGEND & ABBREVIATIONS
LEGEND
NO SCALE
GENERAL NOTES FOR CONSTRUCTION
GENERAL NOTES FOR STREET CONSTRUCTION
GENERAL NOTES FOR SEWER MAIN CONSTRUCTION
4
“
”
SOUTHWEST GAS NOTES
COX COMMUNICATIONS NOTES
Base Bid 12C 161764-Notes 04.DWG
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
REVISION DATE:
FILE NAME:
AUTOCAD VER.:
PLOTTING DATE:
-
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
-
pec job no.: W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
ABBREVIATIONS
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
EX MH 0127867
STA:10+00.00, 0.00'
RIM:1156.51
I.E:1149.16 (N)
I.E: 1149.01 (W)
EX MH 0128295
STA:14+07.05, 0.00'
RIM:1155.35
I.E:1150.28 (S)
EXISTING GROUND
AT PIPE CENTERLINE
TAP
STA 10+16.0±
TAP
STA 10+77.7±
TAP
STA 10+79.3±
TAP
STA 11+05.5±
TAP
STA 11+51.5±
TAP
STA 11+32.5±
TAP
STA 11+37.5±
TAP
STA 11+99.9±
TAP
STA 12+00.9±
TAP
STA 12+52.1±
TAP
STA 12+71.1±
TAP
STA 12+85.1±
TAP
STA 13+20.1±
TAP
STA 13+60.3±
TAP
STA 14+00.4±
407.05 LF OF EX 8" VCP @ 0.0027 '/FT
1.80' PVC PIPE
1"=20' HORZ.
5
AREA 1
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
57TH DR
57TH AVE
GLENN DR
ALLEY (BETWEEN 57TH DR & 57TH AVE)
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
GLENDALE AVENUE
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
GRAVEL
D/W
CONCRETE
PAVEMENT
PI:45° BEND
STA 21+29.41±
N 924921.63±
E 618010.33±
PI:45° BEND
STA 21+35.35±
N 924917.40±
E 618014.50±
EX MH 0128335
STA:20+00.00, 0.00'
RIM:1154.54
I.E: 1148.13 (N)
I.E:1148.13 (E)
I.E: 1148.01 (W)
EX MH 0128336
STA:23+86.95, 0.00'
RIM:1155.06
I.E:1149.22 (W)
I.E:1149.33 (E)
EXISTING GROUND
AT PIPE CENTERLINE
TAP
STA 21+14.8±
TAP
STA 23+00.3±
TAP
STA 22+64.1±
129.41 LF OF EX 8" CONC/VCP @ 0.0027 '/FT
13.05 LF OF EX 8"
CONC @ 0.0030 '/FT
EX 8" VCP
NEW MH01
STA 21+32.38
RIM: 1154.13
I.E: 1148.48 (W) (MATCH EXIST)
I.E: 1148.51(E) (MATCH EXIST)
REMOVE 6± LF OF EX 8" CONC/VCP @ 0.0027 '/FT
251.60 LF OF EX 8" CONC/VCP
@ 0.0027 '/FT
I.E: 1149.37
NEW MANHOLE (MH01)
STA 21+32.38
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
1"=20' HORZ.
6
AREA 1
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
MYRTLE AVE
59TH AVE
58TH DR
ALLEY
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
ASPHALT
D/W
GRASS
D/W
GRAVEL
D/W
NOT ON 1
4 SEC MAP
EX MH 0128337
STA:27+16.82, 0.00'
RIM:1156.39
I.E:1150.33 (W)
I.E: 1151.14 (NW) SEWRVICE TAP?
EXISTING GROUND
AT PIPE CENTERLINE
TAP
STA 24+43.5±
TAP
STA 24+88.4±
316.82 LF OF EX 8" CONC @ 0.0030 '/FT
TAP
STA 25+44.3±
TAP
STA 26+03.1±
TAP
STA 26+68.7±
TAP
STA 26+89.0±
TAP
STA 25+84.3±
I.E: 1149.37
1"=20' HORZ.
7
AREA 1
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
MYRTLE AVE
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
ALLEY
58TH AVE
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
ASPHALT/GRAVEL
D/W
ASPHALT
D/W
STA:300+00.00, 0.00
RIM:1159.78
I.E:1153.02 (N)
I.E:1142.44 (N)
I.E:1141.24 (E)
I.E:1141.30 (W)
EX MH 0127922
STA:300+15.46, 0.00'
RIM:1159.80
I.E:1153.41 (N)
I.E:1153.52 (E)
I.E:1153.41 (S)
EX MH 0127925
STA:301+95.39, 0.00'
RIM:1160.08
I.E:1154.77 (N)
I.E:1154.71 (W)
EXISTING GROUND
AT PIPE CENTERLINE
179.93 LF OF EX 8" VCP @ 0.0066 '/FT
15.46 LF OF EX 8" VCP @ 0.0252 '/FT
EX 21" RCP
REMOVE &
REPLACE 40 LF
STA 301+45.5
STA 301+85.5
1"=20' HORZ.
8
AREA 3
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
LAMAR ROAD
54TH AVENUE
ALLEY
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
54TH DRIVE
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
ASPHALT/GRAVEL
D/W
CONC
D/W
CONC
D/W
GRAVEL
D/W
CONC
D/W
CONC
D/W
CONC
D/W
CONC
D/W
CONC
D/W
EX MH 0127925
STA:301+95.39, 0.00'
RIM:1160.08
I.E:1154.77 (N)
I.E:1154.71 (W)
EX MH 0127926
STA:305+51.35, 0.00'
RIM:1161.61
I.E:1157.04 (E)
I.E:1157.09 (S)
EXISTING GROUND
AT PIPE CENTERLINE
355.96 LF OF EX 8" VCP
@ 0.0065 '/FT
TAP
STA 302+40.9±
TAP
STA 303+24.8±
TAP
STA 303+51.0±
TAP
STA 304+31.4±
F
STA 301+85.5
REMOVE & REPLACE 10 LF
STA 303+15.4
STA 303+05.4
REMOVE &
REPLACE 10 LF
STA 304+91.4
STA 305+01.4
1"=20' HORZ.
9
AREA 3
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
54TH AVENUE
LAMAR ROAD
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
EX MH 0127907
STA:400+00.00, 0.00'
RIM:1159.43
I.E:1154.34 (E)
I.E:1154.30 (S)
EX MH 0127908
STA:401+69.51, 0.00'
RIM:1159.99
I.E:1155.06 (N)
I.E:1155.24 (W)
I.E:1154.88 (E)
EXISTING GROUND
AT PIPE CENTERLINE
169.51 LF OF EX 8" VCP @ 0.5309 '/FT
TAP
STA 400+83.0±
TAP
STA 401+55.0±
1"=20' HORZ.
10
AREA 3
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
OCOTILLO ROAD
53RD DRIVE
53RD AVENUE
ALLEY
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
EX MH 0127908
STA:401+69.51, 0.00'
RIM:1159.99
I.E:1155.06 (N)
I.E:1155.24 (W)
I.E:1154.88 (E)
EX MH 0127933
STA:404+59.81, 0.00'
RIM:1160.38
I.E:1155.90 (N)
I.E:1155.97 (S)
EXISTING GROUND
AT PIPE CENTERLINE
155.49 LF OF EX 8" VCP
@ 0.0031 '/FT
I.E: 1156.08
40.19 LF OF EX 8" VCP
@ 0.0044 '/FT
TAP
STA 401+55.0±
TAP
STA 402+15.3±
TAP
STA 402+77.7±
TAP
STA 402+90.4±
TAP
STA 403+41.0±
TAP
STA 403+59.6±
TAP
STA 403+87.5±
TAP
STA 404+22.5±
TAP
STA 404+43.2±
TAP
STA 404+63.1±
TAP
STA 404+84.1±
1"=20' HORZ.
11
AREA 3
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
ALLEY
OCOTILLO ROAD
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
EX MH 0127909
STA:407+87.34, 0.00'
RIM:1162.19
I.E:1157.35 (S)
EXISTING GROUND
AT PIPE CENTERLINE
I.E: 1156.08
287.34 LF OF EX 8" VCP @ 0.0044 '/FT
TAP
STA 405+36.5±
TAP
STA 405+39.2±
TAP
STA 405+89.2±
TAP
STA 406+02.4±
TAP
STA 406+39.6±
TAP
STA 406+63.5±
TAP
STA 406+88.4±
TAP
STA 407+25.5±
TAP
STA 407+41.8±
TAP
STA 407+57.0±
TAP
STA 407+77.5±
1"=20' HORZ.
12
AREA 3
SEWER PLAN & PROFILE
1"=4' VERT.
COORDINATE TABLE
CONSTRUCTION NOTES
ALLEY
LAMAR ROAD
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
MANHOLE REHAB SCHEDULE & DETAILS
NO SCALE
13
Base Bid 12C 161764 Detail 01 DWG
DETAIL NO.
3
MANHOLE CLOCK POSITION REFERENCE
TYPICAL COATING END TREATMENT
DETAIL NO.
4
REHABILITATION CODES
DETAIL NO.
2
DETAIL NO.
1
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
MANHOLE REHABILITATION DIAGRAM & TERMINOLOGY
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
MANHOLE DETAILS
NO SCALE
14
Base Bid 12C 161764 Detail 01 DWG
TYPICAL REPAIR & COATING ON BRICK MANHOLE
ELEVATION VIEW
DETAIL NO.
5
DETAIL NO.
8
CIPP TERMINATION AT MANHOLE DETAIL
CIPP LINE THROUGH MANHOLE DETAIL
DETAIL NO.
6
DETAIL NO.
7
DETAIL NO.
9
SEWER & MANHOLE REHABILITATION, PHASE 6D
Checked
Drawn
Designed
OF
SHT.
REVISIONS
Description
Date
No.
GLENDALE, ARIZONA 85301 (623) 930-3630
5850 W. GLENDALE AVE.
ENGINEERING DEPARTMENT
CITY OF GLENDALE
212231
DSC # _ _ _ _ _ _
AUTOCAD VER
2019
CITY OF GLENDALE
MVL
HC
TPB
SCALE:
14
W231441AZ
2432 W. PEORIA AVENUE, SUITE 1246
PHOENIX, AZ 85029
Phone: (602) 906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
CITY OF GLENDALE
WATER SERVICES DEPARTMENT
SEWER AND MANHOLE REHABILITATION
PHASE 6D (AREA 1 & 3)
PROJECT NO. 212231
TECHNICAL SPECIFICATIONS
July 2024
Prepared by:
2432 W. Peoria Avenue, Suite 1246
Phoenix, Arizona 85029
602-906-1901
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
CITY OF GLENDALE
WATER SERVICES DEPARTMENT
SEWER AND MANHOLE REHABILITATION
PHASE 6D (AREA 1 & 3)
PROJECT NO. 212231
TECHNICAL SPECIFICATIONS
TABLE OF CONTENTS
SECTION 02100
MANHOLE REHABILITATION
SECTION 02603
CORROSION PROTECTIVE COATING SYSTEM
SECTION 02661
DIVERSION OF SEWAGE FLOW AND DEWATERING
SECTION 02760
SEWER AND STRUCTURE CLEANING
SECTION 02761
CCTV INSPECTION OF SANITARY SEWERS
SECTION 02767
CIPP LINING OF EXISTING SANITARY SEWERS
SECTION 03600
GROUT
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-1
SECTION 02100
MANHOLE REHABILITATION
PART 1 - GENERAL
1.1 - DESCRIPTION
1.1.1. - Scope
This section specifies rehabilitation of existing sanitary sewer manholes due to
deterioration, corrosion, damage, etc., and manholes not specifically scheduled for
rehabilitation that may be altered with this project for other purposes such as
bypass pumping suction/discharge pits. Rehabilitation will restore the manholes
and provide protection against infiltration and corrosion to the manhole interior.
Corrosion protection of existing manholes in the sewer project consists of the
installment of an approved protective coating or replacement of the manhole.
Manholes shall be rehabilitated according to the Contract Documents.
1.1.2. - Requirements
A. CONTRACTOR shall furnish all labor, materials, and equipment required to
clean, modify, and apply specified rehabilitation system to the structures
indicated on the Contract Documents or to remove and/or remove and replace
with manholes. CONTRACTOR shall comply with the local authority and all
Occupational Safety and Health Administration (OSHA) requirements for
confined space entry.
B. CONTRACTOR shall field verify all manhole dimensions prior to the purchase
of materials to be used for the rehabilitation of manholes.
C. All materials specified by name brand or manufacturer shall be delivered
unopened to the job in original containers. All safety precautions recommended
by the manufacturer in printed instructions or special bulletins shall be obtained
and followed.
D. Application of the specified rehabilitation system shall be performed by a
contractor certified and trained by the manufacturer.
E. In this specification, unless otherwise specifically noted, the word “manhole”
shall mean “sewer structure” and shall encompass sewer manholes, sewage
lift station wet wells, sewer diversion structures, sewer junction structures, and
other sewer structures. It also encompasses sewer pipes (or portions thereof)
that are located within the sewer structure but does not include sewer pipes (or
portions thereof) that are located outside of the limits of the structure.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-2
F. In this specification, “existing manholes” shall mean those manholes that are
(or were) not constructed as part of this project work.
G. Where required by the Contract Documents; existing manholes shall be
rehabilitated and an approved corrosion protective coating applied to their
interior surfaces or a structural insert installed, as specified herein.
H. The approved coating system (as specified herein) shall be applied to all
exposed brick, concrete, grout, mortar, and cementitious surfaces within the
manhole, including unlined concrete pipes within the manhole, bench-to-pipe
transitions, bench, risers, cones, adjusting rings, etc. Coating of the metallic
manhole frame and cover is not required.
1.1.3. - References
Comply with the applicable provisions and recommendations of the following,
unless otherwise shown or specified.
Reference
Title
ASTM C478
Standard Specification for Precast Concrete Manhole Sections
ASTM D16
Standard Terminology for Paint, Coatings, Materials, etc.
ASTM D412
Standard Test Methods for Vulcanized Rubber and Thermoplastic Rubber and
Thermoplastic Elastomers-Tension
ASTM D638
Standard Test Method for Tensile Properties of Plastics
ASTM D790
Standard Test Methods for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials
ASTM D3359
Standard Test Methods for Measuring Adhesion by Tape Test
ASTM D3960
Standard Practice for Determining Volatile Organic Compound (VOC) Content
of Paints and Related Coatings
MAG 601
Trench Excavation, Backfilling and Compaction
MAG 625
Manhole Construction and Drop Sewer Connections
MAG 725
Portland Cement Concrete
MAG 741
Lining for Reinforced Concrete Sanitary Sewer Pipe
NASSCO
MACP
National Association of Sewer Service Companies, Manhole Assessment and
Certification Program
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-3
1.2 - QUALITY ASSURANCE
Rehabilitated or restored manholes shall be inspected by the ENGINEER prior to
coating and documented with photographs per PART 3 – POST-EXECUTION,
literal D of this section.
1.3 - GUARANTEE
All structural rehabilitation work performed by the CONTRACTOR shall be
guaranteed against faulty workmanship and/or materials for a period of one (1)
year after final acceptance of work.
PART 2 - EXECUTION
2.1 - SEQUENCE OF REHABILITATION
If the manhole, bench, or channel are coded to be rehabilitated, then cleaning,
coating, structural insert, and testing activities shall be done simultaneously.
The following numerals of sequence of rehabilitation include all the tasks that need
to be performed to rehabilitate a manhole.
Refer to the Contract Documents to identify all manholes included for rehabilitation
and which rehabilitation tasks are included for each manhole.
2.1.1. - Remove and Replace Manhole Collar, Frame and Cover
A. Removal of the existing defective collar, frame and cover is included in this item
of work and shall be completed and disposed of by the CONTRACTOR at a
suitable location for disposal.
B. Replacement and installation of the collar, frame and cover shall be per MAG
Standard Details 422 and 423. Cast iron frames and covers shall be Class 35
with weights and dimensions in conformance with MAG Standard Detail 423.
C. Cleaning or coating of the adjustment rings shall be included in the replacement
of the frame and cover. Cleaning and coating of the adjustment rings shall be
per Cleaning and Preparation Activities of SECTION 02603.
2.1.2. - Repair and Coat Chimney, Cone and Wall
Repair and Coat Chimney, Cone and Wall of existing manholes shall include the
following activities:
A. Cleaning the manhole, removing corroded/deteriorated materials from the
manhole, and otherwise preparing the manhole for one of the approved coating
systems per SECTION 02603.
B. Applying one of the approved coatings as specified herein SECTION 02603.
C. Testing the finished surface, as required herein SECTION 02603.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-4
D. Repairs to the interior of the manhole do not include the bench or channel.
Repairs to the bench and channel are included as separate rehabilitation tasks.
E. For manholes coded for rehabilitation with an approved coating system, the
entire manhole interior shall be coated including the adjustment rings, cone,
riser section, bench, and channel. For manholes coded for rehabilitation with
an approved structural insert system, any of the manhole components not
protected by the structural insert shall be coated.
F. The coating system shall also extend to the water line of the manhole unless
the channel consists of a corrosion resistant pipe material or has been lined
through with cured-in-place pipe (CIPP). Coating edges shall be terminated at
or below the water line by keying into the concrete with a minimum ¼-inch wide
x ¼-inch deep saw cut. Prior to coating application, the saw cut shall be dried
and vacuumed to remove all dust and residue. During coating application, a
liberal amount of material shall be applied to the saw-cut area and smoothed
level. At no time shall the existing reinforcement be cut or damaged during
installation of the keyways.
G. Coating and structural insert shall include sealing between the adjustment rings
and frame.
H. Replacement of adjustment rings is included in this item of work.
I. The outside of grading rings shall be neatly plastered with 1/2-inch of cement
mortar as the Work progresses.
J. Grading rings shall be used for all manholes, where required. Grade rings shall
be a maximum of 12-inches in height, constructed on the roof slab or cone
section on which the manhole frame and cover shall be placed. The height of
the grade rings shall be such as is necessary to bring the manhole frame to the
proper grade.
K. Each grading ring shall be laid in a full bed of mortar and shall be thoroughly
bonded.
L. Cleaning of the adjustment rings prior to the job shall be per SECTION 02603.
M. Coating of the existing adjustment rings shall be the same procedures as given
for the entire manhole interior surfaces in SECTION 02603.
N. Removal of all existing manhole steps is included in this item of work. Unless
otherwise noted, for existing manholes that have existing manhole steps
installed in them, the CONTRACTOR shall remove said steps from the
manhole. If the manhole steps are "strongly embedded" in the concrete (for
manhole steps, this is defined as a pulling force of 100 pounds per step being
insufficient to dislodge them from the concrete), the CONTRACTOR may cut
them off flush with the surface of the surrounding manhole and leave the
embedded portion in place in the concrete. When the manhole is fully prepared
and ready for the coating system, any portion of the steps that remain
embedded in the concrete shall not protrude above the surface of the concrete.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-5
and includes removal of existing steps by cutting the protruding parts as close
as possible to the manhole surface.
O. The remaining nub shall be ground down and grouted over to form a smooth
surface.
2.1.3. - Repair and Coat Bench
A. Cleaning of the manhole bench prior to the job shall be Cleaning and
Preparation Activities of SECTION 02603.
B. Rebuilding of the bench shall include grouting in accordance with SECTION
03600, GROUT, as necessary to restore the bench to the original or better
grade.
C. Benches shall be built up and given a uniform wood float finish. Care shall be
taken to slope all benches for proper drainage to the invert. ALL manhole bench
reconstruction work shall be done in accordance with MAG Standard Detail
420.
D. Rebuilt Benches shall be coated in accordance with the procedures as given
for the entire manhole interior surfaces in SECTION 02603.
E. In order to reconstruct the benches, the CONTRACTOR will be required to
provide dry working conditions in all manhole benches and invert areas to allow
the concrete and other materials to set properly.
2.1.4. - Repair/Reshape and Coat Channel
A. Cleaning of the manhole channel prior to the job shall be per Cleaning and
Preparation Activities of SECTION 02603.
B. Rebuilding and reshaping of the channels through manholes shall be
constructed of Class “A” concrete per MAG Section 725; Portland Cement
Concrete. Channels shall be properly formed to the sizes, cross sections,
grades and shapes as per MAG Standard Detail 420-3 and as shown in the
project plans.
C. Reshaped channel shall be coated in accordance with the procedures as given
for the entire manhole interior surfaces in SECTION 02603.
D. In order to reconstruct the channels, the CONTRACTOR will be required to
provide dry working conditions in all manhole channel areas to allow the
concrete and other materials to set properly.
2.1.5. - New 60-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423
A. At the locations shown on the plans the CONTRACTOR shall provide a new
60-inch diameter manhole. All work shall be in accordance with MAG Detail
420, Type A with a 30-inch frame and cover per MAG Detail 424-2.
B. No steps are to be installed in the new manhole.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-6
C. New manholes shall be coated with an approved corrosion protective coating
in accordance with SECTION 02603.
2.1.6. - New 72-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423
A. At the location shown on the plans the CONTRACTOR shall provide a new 72-
inch diameter manhole. All work shall be in accordance with MAG Detail 420,
Type A with a 30-inch frame and cover per MAG Detail 423-2.
B. No steps are to be installed in the new manhole.
C. New manholes shall be coated with an approved corrosion protective coating
in accordance with SECTION 02603.
D. This work shall also include removal of 8-inch pipe and 45 degree bends as
shown on the project plans and as needed to facilitate installation of new
manhole.
2.1.7. - Remove and Dispose of Existing Manhole/Flushing Tank
A. At the locations shown on the plans the CONTRACTOR shall remove and
dispose of existing manholes/flushing tanks. Work includes excavation of
material sufficient to remove the existing structure in preparation for
construction of a new manhole or new pipe installation.
B. The removed structure shall be disposed of by CONTRACTOR in a location
approved for disposal of sanitary sewer structure.
2.1.8. - Usage of Temporary Flow-Through Plugs
A. Where determined necessary, the CONTRACTOR may install temporary flow-
through plugs so that repair materials are installed over a dry substrate and are
allowed to cure in accordance with manufacturer recommendations before
coming in contact with sewage.
B. The CONTRACTOR shall insure that flow-through plugs are of adequate
capacity and size to maintain flow throughout the rehabilitation process without
sewer backup.
C. If sewage backup occurs, the CONTRACTOR shall be solely responsible for
any cleanup, repair, property damage costs and claims, or resultant regulatory
agency fines.
PART 3 - POST-EXECUTION
Upon completion of this rehabilitation project, the CONTRACTOR shall provide to
the City with the Project Record Documents, which will include but not be limited
to:
A. Exhibits and/or As-Builts drawing reflecting all changes made in the
specifications and working drawings during the construction process, and show
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-7
the exact dimensions, geometry, and location of all elements of the work
completed for every manhole under the contract.
B. Change orders approved during the construction process and other
modifications to the contract should be reflected on the final Exhibits and As-
Builts.
C. Product data and specifications.
D. Photographic record of all the work performed and every manhole showing the
pre-execution and the post-execution condition. Frame and cover, and
adjustment ring replacements should also be documented.
E. Field test records.
PART 4 - MEASUREMENT AND PAYMENT
A. DEFINITION: Full compensation for all labor, materials and equipment required
to clean manholes, prepare surface of manholes, remove manholes, construct
new manholes, excavation, saw cutting, removal and replacement of
surrounding finish grade materials, remove and replace frame and cover,
adjusting rings, cone, shaft, bench, channel, etc., repair manhole walls,
grouting, furnish and install coating and insert liner in accordance with
manufacturer’s recommendations and these technical specifications, all safety
and support systems required to complete the work as described in these
special provisions, restoration of adjacent site, and including any incidental
items necessary to complete the work.
B. MEASUREMENT AND PAYMENT: Measurement and Payment of Manhole
Rehabilitation shall be on a unit price for each item of work described as follows:
1. Remove and Replace Manhole Collar, Frame and Cover: measurement and
payment shall be on a unit price bid per each for the work complete in place.
2. Repair and Coat Chimney, Cone and Wall: measurement and payment shall
be on a unit price bid per square foot of manhole completely coated as
described herein.
3. Repair and Coat Bench: measurement and payment shall be on a unit price
bid per each for the work, complete in place.
4. Repair and Coat Channel: measurement and payment shall be on a unit
price bid per each for the work, complete in place.
5. New 60-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423:
measurement and payment shall be on a unit price bid per each for the work
complete in place.
6. New 72-inch Diameter Sanitary Sewer Manhole per MAG 420 & 423:
measurement and payment shall be on a unit price bid per each for the work
complete in place.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
MANHOLE REHABILITATION | 02100-8
7. Remove and Dispose of Existing Manhole/Flushing Tank: measurement
and payment for removal and disposal of existing manhole/flushing tank
shall be on a unit price bid per each for the work complete in place. + + END
OF SECTION + +
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-1
SECTION 02603
CORROSION PROTECTIVE COATING SYSTEM
PART 1 - GENERAL
1.1 - DESCRIPTION
1.1.1. - Scope
This section specifies the coating system used for the coating of the manholes as
indicated in the Contract Documents.
The coating shall yield a hard, durable chemical resistant coating and shall be
specifically designed to be applied on a dry surface. The finished coating shall
provide a watertight seal and shall adhere to all components of the manhole and
adjoining pipeline and any pipeline liner systems if present.
1.1.2. - Definitions
Specific coating terminology used in this section is in accordance with definitions
contained in ASTM D16, ASTM D3960, and the following definitions:
Replacement of the adjustment rings shall include the following:
A. Dry Film Thickness (DFT): The thickness of one fully cured continuous
application of coating.
B. Field Coat: The application or the completion of application of the coating
system after installation of the surface at the site of the work.
C. Shop Coat: One or more coats applied in a shop or plant prior to shipment to
the site of erection or fabrication, where the field or finishing coat is applied.
D. Tie Coat: An intermediate coat used to bond different types of paint coats.
Coatings are used to improve the adhesion of a succeeding coat.
E. Volatile Organic Compound (VOC) Content: The portion of the coating that is
a compound of carbon, is photochemically reactive, and evaporates during
drying or curing, expressed in grams per liter or pounds per gallon.
F. Touch-Up Painting: The application of paint on areas of painted surfaces to
repair marks, scratches, and areas where the coating has deteriorated to
restore the coating film to an unbroken condition.
1.1.3. - References
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the requirements
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-2
of this section and those of the listed documents, the requirements of this section
shall prevail.
Reference
Title
ASTM D16
Standard Terminology Relating for Paint, Related Coatings, Material, and
Applications
ASTM D256
Standard Test Methods for Determining the Izod Pendulum Impact
Resistance of Plastics
ASTM D638
Standard Test Method For Tensile Properties Of Plastics
ASTM D695
Standard Test Method for Compressive Properties of Rigid Plastics
ASTM D790
Standard Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics
ASTM D3359
Standard Test Methods for Measuring Adhesion by Tape Test
ASTM D1653
Standard Test Methods for Water Vapor Transmission of Organic Coating
Films
ASTM D3960
Standard Practice for Determining Volatile Organic Compound (VOC)
Content of Paints and Related Coatings
ASTM D4060
Standard Test Method for Abrasion Resistance of Organic Coatings by the
Taber Abraser
ASTM D4258
Standard Practice for Surface Cleaning Concrete for Coating
ASTM D4262
Standard Test Method for pH of Chemically Cleaned or Etched Concrete
Surfaces
ASTM D4541
Standard Test Method for Pull-Off Strength of Coatings Using Portable
Adhesion Testers
NACE RP0274
High-Voltage Electrical Inspection of Pipeline Coatings
SSPC-SP13
Surface Preparation of Concrete
1.1.4. - Quality Assurance
A. STANARDIZATION: Materials and supplies provided shall be the standard
products of manufacturers. Materials in each coating system shall be the
products of a single manufacturer.
B. SPARK TESTING: Spark testing shall be used on all manholes that are coated
to detect cracks and thin spots in the coating system. A 1/8-inch hole shall be
drilled through the coating as a control for the holiday detector. A stainless-
steel concrete anchoring bolt shall be installed in the manhole interior for
grounding during spark testing. The entire interior surface of the manhole shall
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-3
be spark tested per NACE RP0274 standard in the presence of the
ENGINEER. Areas that fail the spark test as well as the 1/8-inch control hole
shall be promptly repaired and retested. Subsequent inspections and repair
work shall be at the expense of the CONTRACTOR. The spark testing will be
performed by the CONTRACTOR and witnessed by the ENGINEER and shall
be completed and any repairs made prior to the final acceptance inspection.
Spark test results shall be provided in writing by the CONTRACTOR to the
CITY.
C. PHYSICAL TESTING: Results of the following tests, performed on cured and
coated concrete specimens, shall be provided.
1. Compressive Strength – ASTM D695
2. Water Vapor Transmission – ASTM D1653
3. Impact Resistance – ASTM D256
4. Abrasion Resistance – ASTM D4060
5. Flexural Strength and Modulus of Elasticity – ASTM D790
6. Tensile Strength – ASTM D638
D. ADHESION TESTING: At a minimum one in four of the manholes coated, the
CONTRACTOR shall perform an adhesion test after proper cure in accordance
with ASTM D4541 to demonstrate that the specified field coatings adhere to
the substrate. Manholes to be tested will be chosen by the ENGINEER and the
adhesion test shall be witnessed by the ENGINEER. Test results showing an
adhesion rating of that specified by the manufacturer or better for all surfaces
shall be considered acceptable provided the test results in failure at or within
the substrate. If the test dolly should pull off with failure in the epoxy or coating
additional testing will be required. Where unacceptable test results are
obtained, the CONTRACTOR shall be responsible for removing and reapplying
the specified coatings at no cost to the CITY. A failed test shall require testing
two additional manholes at no additional cost to the CITY.
1.1.5. - Delivery and Storage
Materials shall be delivered to the job site in their original, unopened containers.
Each container shall bear the manufacturer’s name, coating type, batch number,
date of manufacture, storage life, and special directions.
Materials shall be stored in enclosed structures and shall be protected from
weather an excessive heat or cold. Flammable materials shall be stored in
accordance with state and local codes. Materials exceeding storage life
recommended by the manufacturer shall be removed from the site.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-4
PART 2 - PRODUCTS
The coating system shall be a trowel-able 100% solids epoxy monolithic surfacing
system for use in coating new or existing manholes, wet wells, lift stations,
treatment plants and other structures.
2.1 - MATERIALS
A. COATING: All pre-approved corrosion protective coating systems for
application to existing manholes for the City of Glendale sewer rehabilitation
projects are listed in the CITY’s Design Standards.
B. PRIMER: Primer shall be as recommended by the manufacturer for each
application.
C. UNDERLAYMENT: Underlayment applied prior to coating shall be as
recommended by the manufacturer for each application.
D. INFILTRATION CONTROL: Manhole infiltration control material shall be as
recommended by the manufacturer. Surface preparation and application shall
be as recommended by the manufacturer.
2.2 - COATING SYSTEM APPLICATION PLAN
Coating System Application Plan shall be prepared that includes a description of
the following:
A. Quality Assurance Procedures:
1. Training program to qualify personal in the correct storage and handling of
coating materials, and the necessary safety requirements.
2. List of application and testing equipment to be used, including inspections
confirming satisfactory conditions of equipment.
3. Detailed procedures and methods for surface preparation including repair
and reprofiling as required, application of primer and final coating and
testing.
B. Criteria for acceptance of the preparation of concrete and other manhole
surfaces.
C. Plan for sewage diversion or the use of flow-through plugs, if required.
D. Method and material for sealing active leaks.
E. Detailed plan of surface preparation, including repair and reprofiling.
F. Details of application primer and finish coats, including required curing times.
G. Detailed environmental provisions such as shading from the sun.
H. Procedures for adhesion testing.
I. Dry film thickness testing.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-5
2.3 - PRODUCT DATA
Before materials are delivered to the job site, the CONTRACTOR shall provide the
following information:
A. For the underlayment filler, primer, and finish coating, the CONTRACTOR shall
furnish a Material Safety Data Sheet (MSDS).
B. For the underlayment filler and finish coating, the CONTRACTOR shall provide
the manufacturer’s application instructions, which shall include the following:
1. Surface preparation recommendations.
2. Primer type, where required.
3. Maximum dry and wet mil thickness per coat.
4. Minimum and maximum curing time between coats, including atmospheric
conditions for each.
5. Curing time before submergence in liquid.
6. Thinner to be used with coating material.
7. Ventilation requirements.
8. Minimum atmospheric conditions during which the coating shall be applied.
9. Allowable application methods.
10. Maximum allowable moisture content.
11. Maximum storage life.
C. List of materials proposed to be used under this section and manufacturer’s
data for each material including test data referenced in part 1.1.4 C. of this
section.
PART 3 - EXECUTION
3.1 - COATING APPLICATOR QUALIFICATIONS
A. The CONTRACTOR or SUBCONTRACTOR performing the work covered by
this specification (also referred to herein as "the coating applicator") shall be
an approved applicator of the manufacturer. It shall be the CONTRACTOR’s
responsibility to ensure that any SUBCONTRACTOR used for such work is an
approved applicator.
3.2 - COATING SYSTEM APPLICATION
3.2.1. - Cleaning and Preparation of Surfaces to be Coated
A. The CONTRACTOR shall clean manholes to be rehabilitated per SSPC-SP13.
Before application of the coating system, the surface must be clean and free of
all contaminants including oil, grease, incompatible existing coatings, waxes,
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-6
form release, curing compounds, efflorescence, sealers, salts, dust, and
chemical contaminants. Suitable heaters shall be used as needed to produce
a surface-dry condition. The surface will be vacuumed to make sure that loose
particles are not present. The entire manhole interior including frame, walls and
bench shall be cleaned using either abrasive blasting and/or high-pressure
water blast as recommended by the coating and/or repair product manufacturer
and approved by the ENGINEER. All concrete, brick or mortar that is not sound
or has been damaged by chemical exposure shall be removed to a sound,
neutralized surface. Manholes designated for spot repair or bench coating only
shall be cleaned in their entirety as previously described.
Other manhole cleaning methods may be used in addition to abrasive blasting
or water blasting, as necessary to properly clean and prepare the manhole, but
shall not be used as a substitute for abrasive blasting or water blasting. Subject
to CITY approval, other methods that may be used in addition to abrasive
blasting or water blasting (but not as a substitute for them) are high pressure
shotblasting, grinding, mechanical removal methods, chemical cleaning,
detergent cleaning, hot water blasting and acid etching. If chemical cleaning or
acid etching are used, the substrate shall be neutralized and washed of
residue. The CONTRACTOR shall use whatever methods are required to
properly clean and prepare the manhole for the coating system.
Unless otherwise noted, for existing manholes lined or coated with a previously
applied corrosion protective coating, the CONTRACTOR shall entirely remove
the existing liner/coating (including any underlayment layers) prior to
performing other cleaning activities.
The CONTRACTOR shall also remove all dirt, rocks, rust, spalled masonry
including mortar, concrete and brick, roots, sludge, grit and other deleterious
materials and debris from the interior manhole. The finished interior surface
shall consist of sound concrete or brick with adequate profile and porosity to
provide a strong bond between the necessary repair materials and/or coating
and the substrate.
During cleaning and preparation, methods shall be taken to prevent any debris
from entering the downstream sewer mains.
B. CONTRACTOR shall also be responsible for any additional surface preparation
beyond water blasting as required by the coating system manufacturer. Where
additional preparation is required, the CONTRACTOR shall provide all labor,
materials, and equipment as necessary, and at no additional cost to the CITY.
C. Visual Appearance of the Manhole – The prepared substrate shall have the
appearance of sound concrete (or brick and/or mortar), free from discolored,
white, chalky, and cracked areas.
D. Aural Observations – When struck with a metal hammer or tool, the prepared
substrate shall exhibit the characteristic sound of solid, competent concrete (or
brick).
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-7
E. CONTRACTOR shall test prepared surfaces after cleaning but prior to
application of the coating system to determine the pH and moisture content of
the concrete, as required according to manufacturer’s recommendations.
Testing may include pH and Phenolphthalein as described below:
pH testing – The ENGINEER shall use wetted litmus paper applied to the
surface of the substrate to ensure that the pH of the substrate is 7 or higher.
This test will be considered obligatory.
Phenolphthalein testing – The ENGINEER shall apply a few drops of
phenolphthalein to the surface of the concrete, which if the concrete is
competent should yield a purple color.
The ENGINEER is not obligated to use all of the above tests but may do so at
CITY’s sole discretion. Often visual, mechanical and/or aural observations and
tests alone will be adequate, but the pH and/or phenolphthalein tests may be
used if there is still some uncertainty.
F. The area between the manhole and the manhole ring and any other area that
might exhibit movement or cracking due to expansion and contraction shall be
grouted with a watertight, expansive grout, approved for use by the
manufacturer’s representative and the ENGINEER.
G. The CONTRACTOR shall apply an approved underlayment to the interior of all
manholes on this project to reshape and re-profile portions of the interior
surface of the manholes. Prior to any surface coating work in existing
manholes, the CONTRACTOR shall fill all voids, including any left by the
removal of manhole steps; removal of loose and spalled concrete material in
accordance with cleaning and preparation recommendations; and removal of
concrete where evidence of exposed reinforcement is visible in the interior of
the manhole. These areas will require buildup and re-profiling of the manhole
wall as needed such that the manhole and bench surface is restored to an even
and uniform surface profile using one of the underlayment materials approved
and recommended by the selected coating material manufacturers.
The underlayment shall be installed over a clean surface prepared in
accordance with the requirements of this specification. The CONTRACTOR
shall employ whatever means necessary (e.g., humidity control, temperature
control, additional blasting, mechanical surface preparation, etc.) to ensure
proper curing of the underlayment layer, strong adherence of the underlayment
layer to the prepared manhole surface, and strong adherence to any layer
installed over the underlayment layer.
The underlayment shall be applied throughout the entire manhole at a minimum
½-inch total cured thickness. Underlayment shall be hand troweled and in
accordance with the manufacturer’s recommendations. After installation, the
underlayment shall be free of trowel marks and irregularities. Notwithstanding
the thickness requirement, an additional underlayment thickness requirement
may be required by the ENGINEER for existing manholes that exhibit extreme
deterioration.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-8
3.2.2. - Coating Application Preparation
A. CONTRACTOR shall protect the newly lined sewer from debris, overspray, or
any detrimental activity due to restoration of the manholes.
B. Manholes to be coated shall be cleaned in their entirety in accordance with the
requirements of subsection 3.2.1 of this specification. The CONTRACTOR
shall employ whatever means necessary (e.g., humidity control, temperature
control, additional blasting, mechanical surface preparation, etc.) to ensure
strong adherence of the surface coating layer(s) to any underlying and
overlying layers and proper curing of the surface coating layer(s). If the surface
coating is applied in two or more layers, the time between applications of the
various layers shall be controlled to ensure proper bond between layers. Loose
and protruding concrete shall be removed. Missing brick and mortar shall be
filled using a grout as recommended by the coating manufacturer and approved
by the ENGINEER. The grout filler shall be used to bring all areas of holes and
pitting up to the nominal surface of the manhole so that there is an even interior
surface in the manhole without waves, pits, or holes. Any exposed rebar shall
be cleaned, and all areas of corrosion removed prior to application of the grout
as recommended by the coating manufacturer and approved by the
ENGINEER.
C. After surface preparation is complete, all materials dislodged during cleaning
shall be removed from the work area. The CONTRACTOR shall be responsible
for transporting and disposing, including all disposal fees, of any sediments and
material removed from the sewer structures. All sediment and debris removed
from the sewer structures shall be disposed off-site in a lawful manner. Hauling
containers shall be watertight. On-site stockpiling of removed material will not
be permitted.
The CONTRACTOR is responsible for obtaining all necessary permits, 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.
A letter identifying the methods the CONTRACTOR plans to employ to remove
sediment, debris, grease, scale, encrustations, and roots in the sewer
structures to be repaired or coated shall be submitted to ENGINEER. The letter
shall include a detailed explanation of the cleaning process and a schedule of
activities and a list of the actions he plans to take to mitigate impact to the public
during the cleaning operation.
Any sediment or debris from cleaning operations larger than U.S. #8 sieve shall
not be deposited downstream in the sewer main. Sedimentation deposited
downstream, as determined by the ENGINEER, shall be removed at no cost to
the CITY. The CONTRACTOR shall be thoroughly familiar with all phases of
sewer structure cleaning to ensure the completion of this Contract without
causing a health hazard or damage to the sewage system, public and private
properties.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-9
3.2.3. - Coating System Installation
A. The CONTRACTOR shall install the coating system in the manholes after all
removals, replacements, rebuilding, re-shaping, re-profiling, and adjustment
activities are completed. Quantities of materials may vary significantly based
on interior surface and conditions.
B. COATING TERMINATION: The CONTRACTOR shall submit shop drawings
for approval detailing coating termination work.
C. ATMOSPHERIC CONDITIONS: Maintain sufficient forced air supply to provide
and maintain a temperature of 50 to 90 degrees F and a circulating airflow
inside the structures during the coating process or per manufacturer’s
recommendations.
D. REPAIR OF DEFECTS: CONTRACTOR shall repair all defects in the coating
system where directed by the ENGINEER.
E. SPOT REPAIR AND BENCH COATING: The CONTRACTOR shall follow the
coating manufacturer recommendations in regard to the distance the coating
should be extended beyond the damaged area. If there is no recommendation
from the coating manufacturer, the CITY shall provide direction to the
CONTRACTOR.
3.2.4. - Coatings
A. GENERAL: Coating products shall not be used until the ENGINEER has
inspected
the
materials
and
the
coating
manufacturer’s
technical
representative has instructed the CONTRACTOR and ENGINEER in the
surface preparation, mixing, and application of the coating. The coating
manufacturer’s technical representative must be a factory representative, not a
local representative or an affiliate of the CONTRACTOR.
B. COATING SYSTEMS: Field coats shall consist of one or more finish coats to
build up the coating to the specified dry film thickness. Unless otherwise
specified, finish coats shall not be applied until other work in the area is
complete and until all previous coats have been inspected.
C. COATING REQUIREMENTS: All items of equipment, or parts and surfaces of
equipment, which are immersed when in service, with the exception of pumps
and valves, shall have all surface preparation and coating work performed in
the field.
3.2.5. - Application
A. WORKMANSHIP: Coated surfaces shall be free from runs, drops, ridges,
waves, laps, and brush marks. Coats shall be applied so as to produce an even
film of uniform thickness completely coating corners and crevices. Painting
shall be done in accordance with the requirements of SSPC Paint Application
Specification No. 1.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-10
The CONTRACTOR’s equipment shall be designed for application of the
materials specified. The coating shall be applied using a trowel or spray
equipment to the proper thickness and surface characteristics as
recommended by the coating manufacturer.
When possible, the application of the coating to the required minimum
thickness shall be applied in a single coat sharply cut to line. Care shall be
exercised to avoid over-coating or spattering on surfaces not to be coated.
B. ATMOSPHERIC CONDITIONS: Coatings shall be applied only to surfaces that
are dry, and only under conditions of evaporation rather than condensation.
Coatings shall not be applied during rainy, misty weather, or to surfaces upon
which there is frost or moisture condensation. During damp weather, when the
temperature of the surface to be coated is within 10 degrees F of the dew point,
the surfaces shall be heated to prevent moisture condensation thereon. During
coating, and for a period of at least 8 hours after the coating has been applied,
the temperature of the surfaces to be coated, the coated surfaces, and the
atmosphere in contact shall be maintained at or above 40 degrees F and 10
degrees F above the dew point. Paint, when applied, shall be approximately
the same temperature as that of the surface on which it is applied. Fans or
heaters shall be used inside enclosed areas where conditions causing
condensation are severe.
C. PROTECTION OF COATED SURFACES: Items which have been coated shall
not be handled, worked on, or otherwise disturbed, until the coating is
completely dry and hard.
D. FILM THICKNESS AND CONTINUITY: Coating system thickness is the total
thickness of finish coats. The coating system shall have a minimum wet film
thickness of 125 mils applied in a single application where possible or as
specified by the manufacturer.
The surface area covered for various types of surfaces shall not exceed those
recommended by the manufacturer. Coatings shall be applied to the thickness
specified, and in accordance with these special provisions.
In testing for continuity of coating about welds, projections (such as bolts and
nuts), and crevices, the ENGINEER will determine the minimum conductivity
for smooth areas of like coating where the dry mil thickness has been accepted.
This conductivity shall then be taken as the minimum required for these rough
or irregular areas. Pinholes and holidays shall be repainted to the required
coverage.
E. SAFETY AND VENTILATION REQUIRMENTS: Requirements for safety and
ventilation shall be in accordance with the Society for Protective Coatings
(SSPC) Paint Application Guide No. 3.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CORROSION PROTECTIVE COATING SYSTEM | 02603-11
3.2.6. - Cleanup
Upon completion of coating, the CONTRACTOR shall remove surplus materials,
protective coverings, and accumulated rubbish, and thoroughly clean all surfaces
and repair any overspray or other paint-related damage.
PART 4 - MEASUREMENT AND PAYMENT
The application of corrosion protective coating system is part of the Manhole
Rehabilitation described on SECTION 02100 and it is subjected to the scenario of
manhole rehabilitation, which could be to fully coat a manhole or to partially coat a
manhole as required for spot repairs.
Measurement and payment of Corrosion Protective Lining System is as described
on PART 4 - MEASUREMENT AND PAYMENT, SECTION 02100.
+ + END OF SECTION + +
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-1
SECTION 02661
DIVERSION OF SEWAGE FLOW AND DEWATERING
PART 1 - GENERAL
1.1 - DESCRIPTION
A. SCOPE
This section describes the requirements for temporary bypassing and dewatering
of sewer pipes and structures during rehabilitation and installation. Temporary
diversion of sewage flows is a key aspect of this project and includes the
maintenance of service to the customer connections and/or making alternative
arrangements for customers.
The CONTRACTOR is made aware that sewer pipe and structure rehabilitation
may occur during the monsoon months with severe thunderstorms and possible
flash flooding events. Adverse weather conditions may impact the capacity of the
bypassing system. The CONTRACTOR shall be prepared for these weather
conditions and alter procedures accordingly.
B. EXPERIENCE
CONTRACTOR shall utilize staff and/or a subcontractor that has been directly
responsible for completion of a pipe rehabilitation project that required the bypass
pumping of sewage flows.
1.2 - QUALITY ASSURANCE
The CONTRACTOR is solely responsible for maintaining the quality assurance of
his work during the length of the project. The contractor is responsible for any costs
associated with corrective measures required to replace or repair items not
meeting the quality standards specified by the CITY.
A. BYPASS DESIGN: The actual design of the bypass arrangement shall be
prepared by the CONTRACTOR and shall be submitted to the ENGINEER to
determine conformance to project objectives. Means and methods of
accomplishing the bypassing shall be the responsibility of the CONTRACTOR.
B. TESTING: The CONTRACTOR shall have the entire bypassing system in place
and successfully pressure tested at 1.5 times the maximum operating pressure
of the system before bypassing any sewage.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-2
1.3 - SUBMITTALS
At the Preconstruction Conference, the CONTRACTOR shall submit drawings and
complete design data showing methods and equipment he proposes to utilize in
sewer bypassing for approval by the ENGINEER. The submittal shall include the
following information.
1. Drawings indicating the scheme and location of temporary sewer plugs and
bypass discharge lines. The drawings shall also show the method and
location for discharging the bypass lines as well as routing of bypass piping
including placement in roadway or landscape area behind sidewalk,
locations where bypass piping is to be recessed into the pavement, road
closures, closure of pedestrian facilities, etc.
2. Capacities of pumps, prime movers, and standby equipment.
3. Design calculations proving adequacy of the system and selected
equipment.
4. Standby power source.
5. Staffing plan.
6. Show suction and discharge points with elevations and stationing on the
design plans.
7. Proposed noise control and exhaust control plans for pumping equipment.
8. Proposed plan for disruption of sewer service laterals.
9. Bypass piping inspection plan.
10. Odor control plan.
11. SSO response plan.
12. Emergency contacts, including names, job titles, email addresses, and 24-
hour phone numbers.
1.4 - JOB CONDITIONS
A. AVAILABLE FLOW DATA
The CITY may be able to divert some of the sewer flows upstream of the project
work sites, however, this is not guaranteed and shall be coordinated between the
CITY, ENGINEER, and CONTRACTOR prior to the diversion design. The CITY
Water Services Department may be able to provide available flow data however,
this is not guaranteed. CONTRACTOR is responsible for obtaining current flow
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-3
condition information at the time of construction. Any additional monitoring or
gathering of flow data to properly size the bypass system is the responsibility of
the CONTRACTOR. The CONTRACTOR shall include considerations for
increased flows due to rainfall events, fluctuations of peak flows due to holidays,
civic events, etc., equipment failure risks, etc., and provide adequate reserve
capacity and redundancy to maintain sewer flows within the sewer pipe upstream
and downstream of the bypass. The CITY is not responsible for any deviations in
quantity of sewage flow at any time during the construction period. If necessary,
the CONTRACTOR shall provide additional means of flow diversion at no
additional cost to the CITY to handle deviations in quantity of sewage flow at any
time during the construction period.
B. SERVICE OR COLLECTOR LINES
The CONTRACTOR shall determine the location of service lines connected to
adjacent users or collector pipes at manholes of sanitary sewers to be bypassed.
1.5 - MEASUREMENT AND PAYMENT
A. DEFINITION: Full compensation for all labor, material, equipment, and
monitoring required to temporarily bypass wastewater flows around the
rehabilitation and/or replacement work and/or dewater pipelines in preparation
for cleaning and rehabilitation or replacement. Bypass shall include standby
pumps and piping. Also includes installation, maintenance and removal of
bypass pumps and bypass pipes, noise suppression, odor control, plugging of
sewers, vactoring, excavation and backfill of any required trenches, steel
plating, sawcut, removal and repair or replacement of asphalt and concrete
pavement, removal and repair or replacement of concrete curb, gutter and
sidewalk, construction of suction and discharge structures to facilitate bypass
pumping, landscape restoration, and all other incidentals necessary to
complete the work in conformance with Plans and Specifications.
B. MEASUREMENT: Measurement of Diversion of Sewage Flow and Dewatering
shall be on a lump sum basis. Intermediate measurements for payment shall
be made by the ENGINEER on a percentage of project completed basis. The
CONTRACTOR shall be responsible for additional costs associated with an
underestimate of the means required to divert sewage flows during the
construction period.
C. PAYMENT: Payment for Diversion of Sewage Flow and Dewatering shall be
per the price bid on a lump sum basis. Intermediate payments for this work
shall be made on a percentage of work completed basis.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-4
PART 2 - PRODUCTS
2.1 - MATERIALS
A. CONTRACTOR shall provide temporary pumps, conduits, and other equipment
to bypass sewer flow around the CONTRACTOR’s work area as required.
CONTRACTOR shall furnish all necessary labor and supervision to set up and
operate the pumping and bypass system. Critical grade sound attenuated
pumps shall be provided for the bypass pumping as required unless otherwise
approved – see Section 3.6 Noise Control. Sound measurements shall be
made in accordance with American National Standard S.13-1971. Pumps and
bypass lines shall be of adequate capacity and size to handle the required
capacity. The bypass system shall be designed to normally maintain the
wastewater flow below the top of the pipe without surcharging.
B. The CONTRACTOR shall maintain on site sufficient equipment and materials
to ensure continuous and successful operation of the bypass and dewatering
systems. The standby pumps shall be installed and fully operational at all times
including all pumps, equipment and piping being in-place. Standby pumps shall
be fueled and operational at all times. The CONTRACTOR shall maintain on
site a sufficient number of valves, tees, elbows, connections, tools, sewer
plugs, piping, and other parts of system hardware to ensure immediate repair
or modification of any part of the system as necessary. Piping shall be leak
free.
C. For bypassing systems with a required capacity equal to or less than 2 MGD
and piping lengths greater than 1,000 feet, and for systems with required
capacity greater than 2 MGD, the CONTRACTOR shall provide multiple bypass
lines to convey 150% of the maximum anticipated flow (as determined by the
CONTRACTOR). Redundant lines should be fully connected in the bypass
system to allow the system to be switched over quickly in the event of a leak.
In all cases, redundant standby pump(s) shall be on site and operational at all
times in case of primary pump failure.
D. All pumps, generators, and other equipment shall be placed in spill containment
impound or on a new plastic tarp to provide containment and protect against
sewage spills, or the spill of gasoline, oil, and hydraulic fluid spills.
PART 3 - EXECUTION
The CONTRACTOR shall notify the ENGINEER a minimum of 48 hours prior to
shutting down of a pipeline and start of bypassing.
3.1 - SERVICE LINES
Every effort shall be made by the CONTRACTOR to ensure that sewer service to
customers is maintained during the course of the work. When disruptions are
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-5
necessary, service to laterals shall be disrupted for a period of no more than eight
hours. Laterals within residential areas shall only be disrupted during the period of
8:00 a.m. to 5:00 p.m. Monday through Friday. Laterals within business areas shall
be addressed on a case-by-case basis. The CONTRACTOR shall provide a public
information representative when he visits customers to discuss bypass pumping
of services or making alternative arrangements with the customer for service
outages. No matter what arrangement is made, the CONTRACTOR must
cooperate with the ENGINEER to provide CITY documentation that all affected
users have been contacted and arrangements made for disruption or alternate
accommodations. This documentation must be submitted prior to the start of work
on the section of sewer line affected.
3.2 - PUBLIC NOTIFICATIONS
The CONTRACTOR shall notify the ENGINEER and the CITY of any planned
service interruptions at least two weeks prior to the event. The CONTRACTOR
shall retain the services of a local Public Involvement firm to perform notification of
the work to the public. At a minimum, the first notification shall be 5 days before
the interruption of service. Much greater advance notice may be required if an
alternate to pumping the customer’s service is proposed by the CONTRACTOR.
The second notification shall be 24 hours prior to the interruption of service.
Notification shall be made door to door with printed handouts or door hangers. The
information provided shall include, at a minimum, the reason for the interruption,
the time period of the interruption, and a local 24-hour telephone hotline number
for project information. ALL INFORMATION ON THE PRINTED HANDOUTS
AND/OR DOOR HANGERS SHALL BE APPROVED BY THE CITY PRIOR TO
DISTRIBUTION.
3.3 - MONITORING
The bypassing system shall not be shut down between shifts, on holidays or
weekends, or during work stoppages without written permission from the
ENGINEER. The bypass system will have 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.
The CONTRACTOR shall inspect the entire bypass pumping system for leaks or
spills on an hourly basis. The CONTRACTOR shall also create an inspection log
and shall enter the time of inspection and the condition of the piping and the name
of the inspector into the log for review by the ENGINEER.
3.4 - PUBLIC AND PRIVATE ACCESS
The CONTRACTOR shall maintain public and private access along project routes.
Bypass lines shall be protected from damage due to traffic and shall not impede
pedestrian or vehicular traffic routes unless otherwise allowed by approved traffic
control plans. Bypass lines shall be buried at street crossings and business
entrances unless otherwise approved by the ENGINEER. Temporary steel plating
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-6
with milled edges may be used with approval for buried lines. Ramps protecting
bypass lines shall be a minimum level of protection at accesses to private
residences unless otherwise approved by the ENGINEER.
CONTRACTOR shall maintain pedestrian traffic and comply with ADA regulations
for access to all residential and commercial property unless written approval is
otherwise obtained from the property owner allowing for reduced access.
3.5 - DISCHARGE
In areas where flows are bypassed, all bypass flows shall be discharged as
approved by the ENGINEER. Bypass discharge velocities shall not exceed 10 feet
per second. The CONTRACTOR shall employ mitigation measures to protect the
discharge structure from potential damage caused by discharge flows. Mitigation
measures may include extending discharge piping deeper into the discharge
structure or configuring the discharge piping to direct flows into the downstream
pipe.
No bypassing to the ground surface, receiving waters, storm drains, or bypassing
which results in soil or groundwater contamination or any potential health hazards
shall be permitted. In addition, no backups and overflows onto private property
shall be permitted.
3.6 - NOISE CONTROL
The CONTRACTOR shall 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. Noise levels shall be in accordance with the City of Glendale
noise ordinance.
The CONTRACTOR shall utilize sound attenuated bypass pumps with a maximum
decibel rating of 70 decibels at 50 feet. Each internal combustion engine, used for
any purpose on the job or related to the job, shall be equipped with a muffler of a
type recommended by the manufacturer. No internal combustion engine shall be
operated on the project without previously mentioned muffler.
Noisy portable equipment, such as generators or compressors, shall be located as
far away from sensitive noise receptor areas as practicable. (Sensitive noise
receptors are defined as occupied buildings with windows or doors facing the site).
Noise barriers shall be constructed around noisy stationary construction
equipment such as compressors or generators that have to be utilized at locations
near (within 100 feet of) sensitive noise receptors as defined above. Idling
equipment not actively utilized for extended periods of time shall be shutoff.
3.7 - DAMAGES
The CONTRACTOR shall repair, without cost to the CITY, any damage that may
result from his negligence, inadequate or improper installation, maintenance, and
operation of bypassing system, including mechanical or electrical failures.
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
DIVERSION OF SEWAGE FLOW & DEWATERING | 02661-7
3.8 - ODOR CONTROL
The CONTRACTOR shall employ methods and procedures that mitigate the
generation and discharge of objectionable odors to the surface environment at all
times.
If odor complaints arise, the CONTRACTOR shall add ferric chloride to the
wastewater flow upstream of bypass pumping operations to reduce odor. The
CONTRACTOR shall make his own determination of flow characteristic for
required dosing.
The CONTRACTOR shall add the ferric chloride from a location upstream that will
allow 10 to 15 minutes reaction time before the flow enters the work area. The
chemical dosing shall reduce odors generated from the wastewater stream to a
level acceptable to the CITY. If this is not accomplished by adding the ferric
chloride only, an additional control may be required. If odors are still unacceptable
after addition of ferric chloride, the CONTRACTOR may also add hydrogen
peroxide. The CONTRACTOR shall add hydrogen peroxide downstream to the
flow that has been dosed with ferric chloride. The Hydrogen peroxide shall be
added to allow a 5-minute reaction time before flow enters the work area. Any
dosage combination of the two chemicals may be used to ensure continuous
control of odors acceptable to the CITY.
3.9 - SANITARY SEWER OVERFLOWS
The CONTRACTOR shall take any and all precautions necessary to prevent
backups and overflows on private property from blocked laterals during all sewer
rehabilitation work. Special arrangements or supplemental bypasses may be
required for some property owners.
CONTRACTOR is responsible for immediate and proper cleanup should any spill
occur, regardless of amount.
3.10 - TERMINATION OF BYPASS
Bypass operations shall not be terminated until approvals are obtained from the
ENGINEER for:
1. Pipe Rehabilitation
2. Manhole and/or Structure Rehabilitation
+ + END OF SECTION + +
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-1
SECTION 02760
SEWER AND STRUCTURE CLEANING
PART 1 – GENERAL
1.1
DESCRIPTION
A. SCOPE:
This section specifies the requirements for cleaning and/or heavy cleaning
the sewers and sewer structures prior to CCTV inspection, ENGINEER’s
inspection, and pipe or structure rehabilitation.
B. REQUIREMENTS:
The work to be done under this Contract consists of furnishing all labor and
equipment to remove the accumulated corrosion, tuberculation, sediments
and debris, down to sound, solid structural material of the sanitary sewer
pipes and sewer manhole and structures.
The CONTRACTOR shall remove existing corrosion, tuberculation,
sediment, debris, pipe supports, roots, scale, encrustations, and grease
accumulations from the sanitary sewer pipes and structures to be inspected
and/or rehabilitated and adequately prepare the surfaces for installation of
CIPP liner, coating system and/or repair grout. All materials dislodged
during cleaning shall be removed from the work area and carried to an
approved disposal site.
Cleaning of the sewer is required prior to CCTV inspection of the sewer to
view current line conditions.
1.2
SUBMITTALS
The following submittal shall be provided.
1. A letter identifying the methods the CONTRACTOR plans to employ
to remove corrosion, tuberculation, sediment, debris, grease, scale,
encrustations, and roots throughout the sewer pipe to be
rehabilitated and in the sewer structures to be repaired or coated.
The letter shall include a detailed explanation of the cleaning process
and a schedule of activities, references where the CONTRACTOR
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-2
has used the identified cleaning method successfully in the past and
a list of the actions he plans to take to mitigate impact to the public
during the cleaning operation.
1.3
MEASUREMENT AND PAYMENT
Heavy Cleaning of Existing Pipe (Allowance) where required to clean
existing ductile iron pipe (DIP) due to excessive buildup of corrosion and
tuberculation inside the pipe will be measured and paid for per hour of heavy
cleaning that is completed. All tools, materials, personnel, and equipment
required for removal of excessive tuberculation, corrosion, sediment, and
other materials are included in this item of work.
No separate measurement or payment will be made for standard Sewer and
Structure Cleaning of vitrified clay pipe (VCP), concrete, or polyvinyl
chloride (PVC) pipe, the cost considered as included in CIPP lining of
existing pipes or manhole rehabilitation depending on which work the
cleaning is associated with.
PART 2 – MATERIALS
2.1
CHEMICAL ADDITIVES
No chemicals shall be used without written approval of the OWNER. 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.
2.2
PRODUCT DATA
Copies of all disposal receipts shall be provided.
PART 3 – EXECUTION
3.1
GENERAL
The CONTRACTOR shall, at all times, conduct its work so as to prevent any
blockage and minimize surcharging in the sewer manholes and connecting
sewer pipelines. Damage to existing facilities as a result of the CONTRACTOR’s
work shall be promptly repaired in kind at the CONTRACTOR’s expense.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-3
3.2
SEWER BYPASSING AND DEWATERING
If required, the sewer flow shall be bypassed during the cleaning of the sewers
as specified in Section 02661.
3.3
CLEANING
The CONTRACTOR shall grit blast or hydro blast with a minimum 3,000 PSI
water pressure for duration sufficient to clean to coating or lining manufacturer’s
recommendations the pipe or structure surface receiving a protective coating or
lining.
A. Manholes and Pipes: Cleaning shall remove all loose coatings previously
applied, sediment, rocks, debris, roots, grease accumulations and
obstructions from the sewer to be rehabilitated and from the structures to
be coated (if applicable). Cleaning of the sewer and structure interior
surfaces shall remove all grease, scale, encrustation, and any other
material from the surface that may impede application or performance of
applied coatings. Multiple passes with cleaning equipment may be required
at no additional cost to the OWNER.
Sediment, material or debris from cleaning operations larger than U.S. #8
sieve shall not be deposited downstream in the sewer main. Sedimentation
deposited downstream shall be removed at no cost to the OWNER.
The CONTRACTOR shall be thoroughly familiar with all phases of sewer
pipe and structure cleaning to ensure that surface preparation is adequate
for coating or pipe rehabilitation to be installed without causing a health
hazard or damage to the sanitary sewage system, public and private
properties.
The CONTRACTOR shall clean the sanitary sewer pipe and structures so
that there is no visible residue, rocks, debris, roots, grease accumulation
and/or obstructions. The CONTRACTOR shall clean the pipe and/or
manhole structure adequately to ensure proper installation of the
rehabilitation method proposed. CONTRACTOR shall clean all exposed
rebar to remove areas of corrosion down to solid steel.
Unless otherwise noted, for existing manholes or portions of the manhole
lined or coated with a previously applied cured-in-place epoxy corrosion
protective coating, the CONTRACTOR shall entirely remove the existing
liner/coating (including any underlayment layers) prior to performing other
cleaning activities.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-4
Pipe or manhole structures discovered by the CONTRACTOR or his
Subcontractor to be physically deteriorated to the extent where cleaning
may detrimentally impact the structural integrity of the existing pipe or
manhole structure shall be brought to the attention of the OWNER prior to
conducting cleaning operations. Once cleaning operations commence, the
CONTRACTOR accepts all liability and responsibility for damage to existing
pipes and structures.
It shall be the responsibility of the CONTRACTOR to repeat the cleaning
process if root re-growth or other detrimental obstructions or residue
becomes present at no additional cost to the OWNER.
B. Heavy Cleaning: Heavy cleaning shall be used for cleaning of existing
ductile iron pipe (DIP) with excessive buildup of corrosion and tuberculation
inside the pipe. Heavy cleaning includes additional cleaning of DIP using
specialized mechanical equipment specific to the removal of interior coating
and accumulation of corrosion and tuberculation within the pipe.
Specialized equipment shall be chain flail or rotating sawblade. In each
case, the CONTRACTOR shall use extreme caution when heavy cleaning
so as not to damage the pipe.
Heavy cleaning shall remove all accumulation of corrosion and
tuberculation from within the DIP such that the existing pipe diameter is
restored in preparation for installation of cured-in-place pipe (CIPP) lining.
All sediment, material, or debris from heavy cleaning operations larger than
U.S. #8 sieve shall not be deposited downstream in the sewer main.
Sedimentation deposited downstream shall be removed at no cost to the
OWNER.
The CONTRACTOR shall be thoroughly familiar and experienced with
heavy cleaning techniques and equipment to ensure that the existing pipe
is not damaged, and the surface preparation is adequate for CIPP
installation without causing a health hazard or damage to the sanitary
sewage system, public and private properties.
3.4
DISPOSAL OF SEDIMENTS
The CONTRACTOR shall be responsible for transporting and disposing,
including all disposal fees, of any sediments and material removed from the
sewer or structures.
All sediment and debris removed from the sewer shall be disposed off-site
in a lawful manner. Hauling containers shall be watertight. On-site
stockpiling of removed material will not be permitted.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
SEWER AND STRUCTURE CLEANING | 02760-5
The CONTRACTOR is responsible for obtaining all necessary permits, 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 + +
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-1
SECTION 02761
CCTV INSPECTION OF SANITARY SEWERS
PART 1 – GENERAL
1.1 DESCRIPTION
This specification defines the requirements for internal television inspection of
existing sewer pipe before and after rehabilitation.
The CONTRACTOR shall inspect the sewer pipe interior using a color closed
circuit television (CCTV) camera and document the inspection on video with
audio location and date information, video title information, and hard copy
inspection logs. A television inspection shall be performed after cleaning of the
sewer as specified in Section 02760, Sewer and Structure Cleaning. The
rehabilitated sewer will be CCTV inspected again in the same direction as the
previous inspection after the lining of the sewer has been completed to ensure
proper installation. The CONTRACTOR shall be responsible for properly
inspecting the pipe.
1.2 QUALITY ASSURANCE
CONTRACTOR’S Qualifications: The CONTRACTOR shall have a minimum of
three (3) years of experience in such work necessary to successfully meet this
specification and provide references for five (5) sewer inspection projects
involving remote CCTV pan and tilt inspection.
The CONTRACTOR shall have all operators who are successfully trained and
certified through the National Association of Sewer Service Companies
(NASSCO) Pipeline Assessment and Certification Program (PACP). The
CONTRACTOR shall provide copies of the PACP certification and project
references for the operator.
A. PRE-REHABILITATION
The CONTRACTOR shall complete CCTV inspection of the interior of each
pipe segment scheduled for rehabilitation prior to commencement of
rehabilitation activities. The CCTV footage shall be reviewed by the
ENGINEER for any obstructions or defects that would prohibit proper
installation of the liner or repair sleeve.
The pre-rehabilitation CCTV inspection shall be approved by the
ENGINEER prior to installation of the CIPP liner or repair sleeve. If the
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-2
sewer line is determined not to be adequately cleaned, it shall be re-
cleaned, and CCTV inspected by the CONTRACTOR at no additional cost
to the OWNER. If the inspection is not completed such that all of the interior
surface of the pipe is able to be viewed, the pipe shall be re-inspected at no
additional cost to the OWNER.
B. POST – REHABILITATION
After rehabilitation of the pipe has been completed, the CONTRACTOR
shall again complete CCTV inspection of the interior of each pipe that was
rehabilitated. Inspection shall be sufficient to clearly see all the interior of
the pipe and the newly installed CIPP liner or point repair sleeve. Any errors
or required corrections for the rehabilitation method should be addressed
by the Contractor.
The ENGINEER will review video recordings and logs to ensure compliance
with the requirements listed in this specification and contract documents. If
any portion of the liner/pipe is determined not acceptable, the liner/pipe shall
be repaired or replaced, whichever the ENGINEER deems appropriate, and
re-inspected by CCTV, at no additional cost to the OWNER.
1.3 SUBMITTALS
A.
The following submittals shall be provided by the CONTRACTOR for
review.
1.
CONTRACTOR reference projects per 02761-1.2.
2.
Operator PACP certificate and reference projects per 02761-1.2.
3.
Manufacturer’s product literature for video equipment to be used.
4.
One copy each, of the finished video recordings/photographs
and USB external hard drive, showing the existing sewer
pipelines after cleaning and the sewer pipelines after liner
installation, shall be submitted to the ENGINEER. The
ENGINEER will review the recordings, not for accuracy of
content, but to make sure that the required information is
provided, and the recording is of acceptable quality. If the
ENGINEER determines that the video recording is defective or
not of adequate quality, the CONTRACTOR shall CCTV inspect
again at the CONTRACTOR’s expense.
1.4 MEASUREMENT AND PAYMENT
CCTV shall be incidental to the Work. Additional CCTV inspections required
after the initial inspection, due to the failure of the initial inspection, shall be
paid for by the CONTRACTOR.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-3
Part 2 – PRODUCTS
2.1 MATERIALS
A.
TELEVISION INSPECTION CAMERA(S)
Camera(s) shall be intrinsically safe and shall be operative 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, in-focus picture of the entire
inside periphery of the sewer.
B.
VIDEO RECORDINGS
Video recordings of all sewer line inspections shall be made on high-
quality color USB external hard drive. The audio portion of the
composite videotape shall be sufficiently free from electrical
interference and background noise to provide complete intelligibility of
the oral report.
C.
FOOTAGE COUNTER
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
Video equipment shall include genlocking capabilities to the extent
that computer generated data (i.e., footage, date, size, address and
location, etc.) as determined by CITY can be overlaid onto video, and
both indicated on the television monitor and permanently recorded on
the inspection video.
E.
FLOW IN SEWERS
During CCTV inspections, and continuously until completion of liner
installation and inspection, the CONTRACTOR shall provide
temporary dry conditions in the sewer pipelines. The bypassing
requirements are provided in Section 02661, Diversion of Sewage
Flow and Dewatering.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CCTV INSPECTION OF SANITARY SEWERS | 02761-4
Part 3 – EXECUTION
3.1 INSPECTION METHODS
A.
VERBAL COMMENTARY
The CONTRACTOR shall record on the audio track of the video
inspection recording narrative of the location, upstream and
downstream control points, date, and time of the inspection.
B.
ACCESS
The ENGINEER shall have access to observe the monitor and 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.
C.
INSPECTION RATE
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.
D.
IMAGE PERSPECTIVE
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 video
recorded 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.).
E.
SEWER IDENTIFICATION
All inspection documentation shall include the sewer location.
+ + END OF SECTION + +
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-1
SECTION 02767
CIPP LINING OF EXISTING SEWERS
PART 1 – GENERAL
1.1
DESCRIPTION
A. SCOPE
This section specifies a cured-in-place pipe (CIPP) liner for the rehabilitation of
sanitary sewer pipe as indicated on the plans. The CIPP liner is a flexible tube
composed of either fiberglass or felt. The tube is impregnated with a
thermosetting or ultraviolet (UV) activated resin. The liner is placed inside a
deteriorated sewer pipe by either inversion or insertion. The liner is then cured
via exposure to hot water, steam, or UV light. The finished product is a
continuous watertight liner from manhole to manhole, tight fitting to the host
pipe, and smooth interior surface.
The CONTRACTOR is made aware that the lining of the sewers may occur
during the summer months with temperatures exceeding 115 degrees F and
severe thunderstorms. The CONTRACTOR shall be prepared for these weather
conditions and alter installation procedures accordingly.
This section also specifies service lateral connection (SLC) seal also referred to
as Top Hats™. The SLC seals the point of connection from a main pipeline to a
connecting lateral pipeline and is installed without excavation using a resin-
impregnated, flexible laminate installed into the existing service lateral, lapping
over the main pipeline, sealing the connection.
Removal of intruding tap is also included in this specification as part of the
preparation work required prior to insertion of a CIPP liner. This work included
trimming of the tap such that it is flush with the interior pipe wall.
1.2
QUALITY ASSURANCE
A. REFERENCES
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the
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Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-2
requirements of this section and those of the listed documents, the requirements
of this section shall prevail.
B. CIPP LINER SAMPLES AND TESTING
1. SAMPLE PREPARATION: The CONTRACTOR shall prepare samples
of the installed CIPP liner for subsequent testing of its physical
properties. Samples shall be prepared and tested using the flat plate
sampling method in accordance with the procedures in Section 8.1 of
ASTM F1216 or ASTM F1743, or Section 7 of ASTM 2019, as is
applicable. For fiberglass tube that is UV light cured, restrained samples
shall be taken at the manholes. The sample will be constructed on the
Reference
Title
ASTM D543 Test Method for Resistance of Plastics to Chemical Reagents
ASTM D638 Test Method for Tensile Properties of Plastics
ASTM D790 Flexural Properties of Unreinforced and Reinforced Plastics and
Electrical Insulating Materials
ASTM D883 Definitions and Terms Relating to Plastics
ASTM
D1600
Abbreviations, Acronyms, and Codes for Terms Relating to
Plastics
ASTM
D2990
Test Method for Tensile, Compressive and Flexural Creep and
Creep-Rupture of Plastics
ASTM
D3567
Standard Practice for Determining Dimensions of “Fiberglass”
(Glass-Fiber-Reinforced Thermosetting Resin) Pipe and Fittings
ASTM
D5813
Standard Specification for Cured-in-Place Thermosetting Resin
Sewer Piping Systems
ASTM F216 Rehabilitation of Existing Pipelines and Conduits by Inversion
and Curing of a Resin Impregnated Tube
ASTM F412 Definitions of Terms relating to Plastic Piping Systems
ASTM
F1216
Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by Inversion and Curing of a Resin Impregnated Tube
ASTM
F1743
Rehabilitation of Existing Pipelines and Conduits by Pulled-in-
Place Installation of Cured-in-Place Thermosetting Resin Pipe
(CIPP)
ASTM
F2019
Standard Practice for Rehabilitation of Existing Pipelines and
Conduits by the Pulled in Place Installation of Glass Reinforced
Plastic (GRP) Cured-in-Place Thermosetting Resin Pipe (CIPP)
DIN EN 761 Plastic piping systems – Glass-reinforced thermosetting plastics
(GRP) pipes – Determination of the creep factor under dry
conditions
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CIPP LINING OF EXISTING SEWERS | 02767-3
same materials (tube and resin/catalyst) as is used for that given liner
installation. The flat plate sample shall be large enough to provide five
sample specimens for each Short Term Flexural (Bending) properties as
per ASTM D790 and ASTM D638 respectively. The sample will be
clamped in a mold and placed in the downtube during the curing period
of the CIPP tube. The samples shall be removed after all the water is
removed from the cured pipe tube.
2. SAMPLE LABELING: The CONTRACTOR shall individually label the
samples with permanent ink with the following information:
a. Date and time the sample was removed and bagged
b. Sample location
c. Liner length, diameter and thickness
d. Resin
e. Catalyst or hardener
f. Installation method (inversion or pull-in)
g. Curing process (hot water or steam
3. CHAIN OF CUSTODY: The CONTRACTOR shall prepare a chain of
custody form for the CIPP samples and submit to the ENGINEER with
the following documentation:
a. Project name
b. Project number
c. Contractor name and person responsible for collecting samples
d. Sample number (use manhole number or location where the
sample was cured)
e. Date and time the sample was removed and bagged
f. Location of curing (downtube, silencer, outlet chamber, etc.)
g. Type of restraint used
The signed chain of custody form shall be presented to the ENGINEER,
who will independently verify that the sample is the correct sample and
has been properly bagged and labeled for shipment. The ENGINEER
will sign the chain of custody form and sample so attesting. A copy of
the delivery manifest and chain of custody form will be given to the
ENGINEER after all signatures are affixed and the sample is ready for
shipment.
4. SAMPLE TESTING. The cured sample shall be tested by an
independent third-party testing laboratory, as recommended by the
CIPP liner manufacturer and approved by the ENGINEER, for the
following properties:
a. The flexural (bending) properties of the cured resin shall have
minimum initial test values as given in Table 1 of ASTM F1216,
ASTM F1743, or ASTM F2019, whichever is applicable.
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CIPP LINING OF EXISTING SEWERS | 02767-4
b. 50-year Flexural Creep Modulus in accordance with ASTM
D2990 at 10,000 hours or equal test as approved by the
ENGINEER. If approved 10,000 hour tests are not available,
CONTRACTOR shall use a minimum 50% reduction (50%
retention) of Flexural Modulus of Elasticity (per ASTM F1216,
ASTM F1743, or ASTM F2019 whichever is applicable) for all
formula calculations.
c. Long term properties in accordance with ASTM D2990.
d. The CONTRACTOR shall be responsible for all costs associated
with the testing of the liner physical properties.
Final payment to CONTRACTOR will not be made until test results
are received. 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.
5. SAMPLING FREQUENCY: The above-stated sampling shall be
performed for each truckload of shipped CIPP. For example: one flat
plate sample from each CIPP delivery.
6. WALL THICKNESS: The wall thickness of the felt tube shall be ordered
to the next standard 1.5 mm incremental thickness above the minimum
calculated design thickness. 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 resin to pass during
impregnation. The minimum wall thickness shall be determined at a
minimum of three locations on a cut section of the CIPP flat plate sample
using a method of measurement accurate to the nearest 0.005 inch.
Thickness measurements do not take into account the outer or inner foil
layers. The minimum value shall meet the requirements of Section
02767.
C. INSPECTION:
The ENGINEER shall inspect the CIPP after installation, which shall include
end seals, seals at manholes, service reconnections, and SLC seals. The
inspection will be performed and recorded using CCTV equipment in
accordance with Section 02761. If visible defects are observed in the CIPP
liner, it will result in the CIPP liner being considered defective work which
will be handled in accordance with MAG Section 106.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-5
D. LAYER INSPECTION
The layers of the cured fiberglass CIPP sample shall be uniformly bonded.
It shall not be possible to separate any two layers with a probe so that the
layers separate cleanly. If separation of the layers occurs during inspection
of the field samples, then new samples will be cut from the manhole and
inspected. Any reoccurrence may cause rejection of the work.
E. CIPP LINER HANDLING:
The CONTRACTOR shall be responsible for the delivery, storage, handling,
and installation of all materials for CIPP in accordance with the written
manufacturer’s requirements and recommendations.
CONTRACTOR shall exercise adequate care during transportation,
handling, and installation to ensure the CIPP material is not torn, cut,
exposed to direct sunlight, or otherwise damaged. If any part or parts of the
CIPP materials 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.
E. WARRANTY:
The CONTRACTOR shall warrant the completed work against defects in
workmanship and material for a period of one year from the date of final
acceptance. The ENGINEER, while not acting as quality control agent for
the CONTRACTOR, shall be allowed to view and document any portion of
this contract, including but not limited to, verifying the type and quantities of
resin used at any point during this work.
Testing for chemical resistance shall be performed on a previously prepared
sample of the finished product, proposed for this project. A certified affidavit,
signed by an officer of the company, shall be provided stating that the resin
the tests apply to and the resin submitted for this project are the same.
Finished and cured CIPP liner properties specified in Part 2 shall be tested
as specified. Previous test data will not be acceptable.
1.3
SUBMITTALS
The following submittals shall be provided:
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CIPP LINING OF EXISTING SEWERS | 02767-6
A. Certification showing the CONTRACTOR is currently licensed by the
appropriate licensor to perform CIPP installation and curing. Certification
shall be given to the ENGINEER before any materials are delivered to the
job site.
B. A certified affidavit, signed by an officer of the company, shall be provided
stating that the CONTRACTOR’S on-site Field Superintendent has received
proper training by the manufacturer for the steam and hot water CIPP liner
installation methods and procedures, as applicable. Certification shall be
given to the ENGINEER before any materials are delivered to the job site.
C. The type of tube material, resin and catalyst/hardener to be used.
Certification stating CIPP tube has been manufactured in accordance with
ASTM F1216, ASTM F1743, or ASTM F2019, as applicable, and resin is,
suitable for its intended use.
D. Prior to insertion, the CONTRACTOR shall provide data on the maximum
allowable stresses, maximum pulling force (if pull-in-place method is used),
and maximum elongation of the tube.
E. Shop drawings which detail short- and long-term properties (providing all
supporting test data) of all component materials and construction and
recommendations for material storage and temperature control, CIPP liner
handling, insertion, curing, trimming, and finishing.
F. Materials, methods, and equipment to be used for end seals at manholes
and structures.
G. Structural design calculations for each CIPP liner segment (manhole to
manhole) for fully deteriorated pipe condition to include size, the
recommended thicknesses, field measurements, and assumptions used as
the basis for calculations which demonstrate that the liner has been properly
sized to avoid the creation of wrinkles or folds. All calculations shall be
signed and sealed by a Registered Civil Engineer in the state of Arizona
and submitted in duplicate to the ENGINEER at least 10 working days prior
to the start of work.
H. Detailed method for addressing CIPP sampling requirements including
location and size of each sample, method of removal, method of liner repair.
I.
CCTV Inspection reports as specified in Section 02761.
J.
The CONTRACTOR shall provide a delivery manifest for each liner with the
following information:
1. The inversion location where the liner will be installed.
2. Provide the manhole numbers for each end of the inversion.
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CIPP LINING OF EXISTING SEWERS | 02767-7
3. If the CONTRACTOR has assigned an inversion number provide that
number as well.
K. Liner diameter, length, and thickness.
L. CIPP manufacturer’s recommended installation procedures, including resin
manufacturer’s curing requirements.
M. Manhole connection details.
N. Third party laboratory test results of required testing.
O. Material safety data sheets 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.
P. Written warranties as required herein.
Q. Service Lateral Connection (SLC) Seal (Top Hat™):
1. Method, procedure, or information per the specifications to provide
either an adhesive, water-tight seal to the host pipeline or a mechanical
seal between the cured SLC and host pipeline connections.
2. Technical procedure or information regarding the control and mitigation
of shrinkage and wrinkling during installation and cure.
3. Minimum of three (3) references from municipal or public wastewater
service providers in which the system proposed was used in accordance
with the specifications herein.
4. Wet-out procedures or information if wet-out at the manufacturing plant.
5. Physical properties test for the proposed technology in accordance with
the specifications herein that meet the minimum requirements as
identified herein.
6. Copy of the chemical resistance test for the proposed technology in
accordance with the specifications herein that meets the minimum
requirements herein.
7. MSDS Sheets.
R. Remove Intruding Tap:
1. Method, procedure, and information per the specifications to trim the end
of an intruding tap that protrudes into the interior of the pipe. The end
shall be trimmed such that it is flush with the interior wall of the pipe.
This work shall be completed prior to insertion of the CIPP liner.
2. Equipment that is used to trim and remove the intruding tap.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-8
1.4
CONTRACTOR QUALIFICATIONS
A. The licensed CONTRACTOR, or Subcontractor, shall have CIPP lining
experience on sanitary sewers of similar size to this project and as defined
herein. The CONTRACTOR shall submit the attached CONTRACTOR
Qualification Form. The minimum qualifying CONTRACTOR experience for
this project is 3 or more projects totaling a minimum of 20,000 feet of CIPP
liner successfully installed in sewers within the past 5 years. This
experience shall be for projects completed within the United States with the
same CIPP liner and resin combination proposed for this project.
CONTRACTOR shall provide project lengths, diameters, date of
installation, owner name and telephone number, CIPP liner manufacturer
and resin type on the Qualification Form. References may be checked.
B. The CONTRACTOR shall provide a full-time project Superintendent for the
project. The Superintendent shall meet all the same qualifications called out
above for the CONTRACTOR. The CONTRACTOR shall submit the
attached Superintendent Qualification Form six (6) working days after bid
opening. All requested information must be provided. References may be
checked.
C. Service Lateral Connection (Top Hat™): Current certification by
manufacturer to install the system proposed in accordance with the
specifications herein. Certification shall indicate the Contractor has been
licensed or certified by the manufacturer for a minimum of two (2) years.
1.5
MEASUREMENT AND PAYMENT
CURED IN PLACE PIPE (CIPP)
A. Definition: Full compensation for all work associated with preparation and
installation of fully deteriorated cured-in-place pipe (CIPP) liner as indicated
in the Design Drawings and as described in these Technical Specifications.
Work includes field measurement of existing interior pipe diameter prior to
ordering materials; preparation of existing sewer pipe including standard
cleaning of pipe including removal of sediments, roots, grease, and other
materials; heavy cleaning for removal of tuberculation from DIP will be
measured and paid for separately under item Heavy Cleaning of Existing
Pipe (Allowance); pre- and post-construction CCTV inspection; removal of
any objects protruding into the pipe such as service taps, removal of any
gaskets hanging in the pipe at the joints, repair of severely offset joints, and
other items as required to ensure a smooth profile once the CIPP is
installed; wetting out of CIPP bag; transportation of CIPP to project
locations; on-site storage of CIPP as required to prevent curing of CIPP
prior to insertion; insertion of CIPP bag into the pipe via inversion or pull-in
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-9
method; heated water or steam curing of the CIPP in accordance with the
manufacturer’s recommendations and the approved design; reopening of
service taps; end seals; sampling, third-party testing; disposal of curing
water; and all necessary safety and support systems required to perform
the work.
B. Measurement: Measurement for CIPP lining of existing sewers shall be per
linear foot along the longitudinal axis of the pipe and shall extend from
center of upstream manhole to center of downstream manhole.
C. Payment: Payment for CIPP lining of existing sewers shall be per linear foot
of CIPP installed at the appropriate diameter as called for on the plans
including all work as described above.
SERVICE LATERAL CONNECTION (SLC) SEAL
A. Definition: Service lateral connection (SLC) seal (also known as Top Hat™)
includes all materials, equipment, and labor necessary to install SLC seal
at the locations shown on the plans with the intent of providing a seal at the
existing sewer service connections where there may be a gap in the existing
connection of the service lateral to the pipe.
B. Measurement: Measurement for SLC Seal (Top Hat™) shall be per each.
C. Payment: for SLC Seal (Top Hat™) will be made per the unit price bid per
each for each unit installed at the locations shown in the plans.
REMOVE INTRUDING TAP
A. Definition: Remove Intruding Tap includes all materials, equipment, and
labor necessary to remotely trim and remove the end of an existing service
tap that intrudes into the interior of the mainline sewer pipe. The tap shall
be trimmed such that the end is flush with the interior wall of the pipe so that
it does not reflect through the new CIPP liner. Trimming of the service tap
shall be completed by equipment compatible with such work. All work shall
be completed prior to installation of the CIPP liner into the mainline sewer
pipe.
B. Measurement: Measurement for Remove Intruding Tap shall be per each.
C. Payment: for Remove Intruding Tap will be made per the unit price bid per
each for each unit installed at the locations shown in the plans.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-10
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 Section 5 of ASTM F1216, Section 5 of ASTM F1743, or
ASTM F2019, as is applicable.
B. 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, ASTM F1743, or ASTM F2019, as is applicable
and supplemented herein.
C. The finished SLC seal product shall be fabricated from materials which
when cured will be chemically resistant to withstand internal exposure to
domestic sewage and shall meet the chemical resistance requirements of
ASTM D-543. It shall also be compatible with the lining system materials
utilized in the main sewer line.
2.2
CIPP TUBE
A. FABRIC TUBING:
FELT: The Felt tube shall consist of one or more layers of absorbent,
flexible felt fabric. The layers may be woven or non-woven materials or
combination thereof, capable of carrying resin, withstand installation
pressures, sufficient strength to bridge missing pipe, and hold up under
curing temperatures. The seams of the tube must be leak free and stronger
than the non-seamed felt.
GLASS REINFORCED PLASTIC (GRP): The GRP tube shall consist of a
seamless, spirally would fiberglass that is flexible and has strain values
(expandable) up to ten (10) percent. The tube will not have a longitudinal
seam, including a stitched seam, stitch-free-weld or bond, or stitch-free
overlap. The tube shall be constructed to withstand installation pressures
and have sufficient strength to bridge missing pipe.
B. CHEMICAL RESISTANCE
The chemical resistance tests should be completed in accordance with Test
Method D543. Exposure should be for a minimum of one month at 73.4
degrees F. During this period, the CIPP test specimens should lose no more
than 20 percent of their initial flexural strength and flexural modulus when
tested in accordance with Section 8 of ASTM F1216 or ASTM F1743, or
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-11
Section 6 of ASTM F2019, whichever is applicable, when subjected to the
following solutions:
Chemical
Solution
FELT TUBE
Concentration
[percent]
GRP TUBE
Concentration
[percent]
Tap Water (pH 6-9)
Nitric Acid
Phosphoric Acid
Sulfuric Acid
Gasoline
Vegetable Oil
Detergent
Soap
100
5
10
10
100
100
0.1
0.1
n/a
1
n/a
5
100
100
0.1
0.1
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.
C. PHYSICAL APPEARANCE:
The tube shall be free from defects, such as tears, holes, cuts, foreign
materials, blisters, cracks, and other surface defects. The tube shall be
homogenous across the entire wall thickness. No dry or unsaturated layers
shall be evident.
2.3
RESINS
A. GENERAL
Resins shall be tinted for visibility and provide positive indication of
adequate liner wet-out. Resins should be appropriate for conditions
encountered in a sanitary sewer environment. Resins should withstand the
corrosive effect of residential, commercial, and industrial effluents, liquids,
and/or gases common to sewers. Resins should be resistant to abrasion
caused by solids, grit, aggregate, and/or sand.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-12
B. TYPES OF RESIN
INVERSION METHOD: a general purpose, unsaturated, styrene-based
thermoset resin and catalyst system or an epoxy resin and hardener that is
compatible with the inversion process,
PULL-IN-PLACE METHOD: an isophthalic based polyester, or vinyl ester
thermoset resin and catalyst or an epoxy resin and hardener that is
compatible with pull-in-place installation.
C. STRUCTURAL PROPERTIES
The structural properties of the cured resin shall have minimum initial test
values as given in Table 1 of ASTM F1216, ASTM F1743, or ASTM
F2019, whichever is applicable, (and supplemented below in the table
below). Properties for these or any other enhanced resins shall be
substantiated with test data.
Test Property
Test Method FELT TUBE
Minimum
Value [psi]
GRP TUBE
Minimum
Value [psi]
Flexural strength
Flexural modulus
50-year flexural creep
modulus
ASTM D790
ASTM D790
ASTM D2990
4,500
300,000
150,000
6,500
725,000
2.4 DIMENSIONS
A. LENGTH: CONTRACTOR shall make allowances in determining the tube
length for stretch during installation and shrinkage during curing. The
minimum length shall be that which continuously spans the distance from
the center of the inlet manhole to the center of the outlet manhole. The
CONTRACTOR shall verify the lengths in the field before the tube is cut and
impregnated. Individual installation runs may include one or more manhole-
to-manhole sections as approved by the ENGINEER and will only be
allowed when no more than 20 lateral services are interrupted at one time.
Installation of the liner shall be through existing or new manholes.
Excavation for liner insertion shall not be permitted except to replace the
manhole cones, if necessary and/or required. The maximum inversion
installation shall be 660 linear feet without prior approval from the
ENGINEER.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-13
B. DIAMETER: CONTRACTOR shall make allowances in determining the tube
circumference for stretch during installation and shrinkage during curing.
The tube shall be sized such that when installed it will tightly fit the internal
circumference of the original pipe. The diameter of the existing pipes may
be larger than the nominal inside diameter. It is the CONTRACTOR’s
responsibility to determine the required diameter of the liner prior to ordering
materials.
C. THICKNESS: The nominal wall thickness shall be at least the calculated
design thickness, or the minimum specified, and may be up to 15 percent
greater except where felt layers overlap, in which case it may be in excess
of this value. The wall thickness of the felt tube shall be ordered to the next
standard 1.5 mm incremental thickness above the minimum calculated
design thickness. 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 resin to pass during impregnation.
1.
Fiberglass: The impregnated tube shall have a thickness that when
compressed at installation pressures and cured will meet or exceed
the design thickness in accordance with ASTM F1216, Appendix XI.
The minimum allowable wall thickness for fiberglass CIPP is 2.8mm.
2.5 MANUFACTURER
A. CIPP LINER COMPOSITION:
1.
FELT LINER: The felt tube shall have an inner film and outer film to
prevent resin migration and contamination. The inner film and outer
film must both be styrene gas barriers.
2.
GRP LINER: The fiberglass tube shall be saturated with the
appropriate resin using a resin bath to allow for the lowest possible
amount of air entrapment. Vacuum-suction impregnation methods
are not allowed due to the introduction of air using this method. The
liner will then be formed into a spirally would shape for the purpose
of being seamless in its cured state. An inner film and outer film
material will be added that are both impervious to airborne styrene.
The outer film will also have UV blocking characteristics. The inner
membrane will be removed after the curing process is complete.
B. MANUFACTURERS:
All impregnation or “wet-out” of the tube must be done at an EPA-regulated,
quality-controlled facility. Approved CIPP liner manufacturers are Insituform
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-14
Technologies, Inliner Technologies, Spiniello Companies, Applied Felts,
Inc., Reline America Inc., or equal.
2.6 DESIGN CRITERIA
A. The liner shall be designed for a “fully deteriorated” pipe condition in
accordance with the procedures of ASTM F1216, Appendix XI and these
special provisions. All material properties used in design calculations shall
be long-term (time-corrected) values. The CONTRACTOR shall be familiar
with the existing site conditions when preparing the liner design.
B. CONTRACTOR shall prepare design calculations for approval prior to
performing the lining work. The submitted design calculations shall provide
the following information as a minimum:
Project Number
No. X through No. XX
Manhole to Manhole designation QS-XX-MHXX to QS-XX-MHXX
Pipe Nominal Diameter (inches)
Minimum Liner thickness (inches)
Proposed Liner Thickness (inches)
The CONTRACTOR shall note that the actual level of deterioration may
vary within any given section of sewer.
C. The following parameters shall be assumed for the liner design:
1.
Fully deteriorated host pipe
2.
Safety factor of 2.0
3.
Modulus of soil reaction, E'S = 1,500 psi (fully deteriorated)
4.
Unit weight of soil = 140 pcf
5.
The minimum ovality for straight runs shall be 5.0 percent
6.
AASHTO H20 traffic loads
7.
AREMA E-80 railroad loads
8.
Head of groundwater of 5 feet above top of pipe
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-15
9.
Minimum 50-year service life
D. External Buckling Design: Where the CIPP is designed as a stand-alone
pipe in a fully deteriorated condition, acceptable third-party testing and
verification of design analysis techniques (ASTM F 1216, Section XI.2.2)
shall be submitted by each manufacturer and/or CIPP product. This testing
requirement can be accomplished with soil box testing.
2.7 CIPP TERMINATION POINTS
A. The CONTRACTOR shall provide shop drawings for approval detailing the
proposed CIPP liner terminations.
2.8 SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™)
A. The SLC shall form a “tee” section with a lap inside the main pipe and a
tube which shall extend continuously from the sewer main into the lateral
for a minimum of 12-inches. Configuration of laterals or other obstructions
that prevent the full installation of the SLC must be approved by the
ENGINEER or CITY. Excavation for SLC installation shall not be permitted.
The SLC shall be capable of sealing a combination of “tees” or “wyes” of
varying angle. The resin shall be cured to form the tube into a hard,
impermeable pipe-within-a-pipe.
B. When cured, the SLC shall seal the connection of the lateral to the mainline
in a continuous tight-fitting, watertight pipe-within-a-pipe to eliminate any
visible leakage between the lateral and mainline and shall provide a leak-
proof seal to prevent root intrusion, infiltration, and exfiltration between a
liner and a host pipe.
C. Seals installed with resins that do not bond to host pipeline shall include
either (A) an adhesive epoxy compound applied at the edges of the seal
both inside the lateral and around the brim inside the main line, or (B) a
mechanical seal inside the lateral.
D. After inspection and cleaning of the mainline pipe, the Contractor shall
proceed with installing the SLC seal. Rehabilitated mains shall have
previously reinstated active lateral connections to the full diameter of the
lateral connection and include any finished brushing for a smooth cut.
E. The SLC material shall be fabricated from either a non-woven felt or
fiberglass laminate or combination thereof. The SLC manufacturer shall
supply either technical procedure or information to control or mitigate
shrinkage and wrinkling during cure.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-16
F. The SLC material shall be fabricated to neatly fit the internal circumference
of the lateral pipeline, extends into the lateral pipeline a minimum of 12-
inches, and laps over the main pipeline wall a minimum of 4-inches.
G. The SLC shall use a polyester resin, vinyl ester resin, or epoxy-resin. The
watertight seal shall either be an adhesive epoxy compound or rubberized
seal.
PART 3 – EXECUTION
3.1
PREPARATORY PROCEDURES
A. TRAFFIC CONTROL:
Traffic control devices and plans as approved by the CITY.
B. SEWER CLEANING:
Prior to CIPP tube installation, the CONTRACTOR shall clean or heavy
clean the existing sewer in accordance with Section 02760. The
CONTRACTOR shall clear the existing sewer of obstructions such as
tuberculation, sediment or other solids or collapsed pipe that will prevent or
hinder CIPP liner installation.
C. ODOR CONTROL
At the project site prior to bypassing sewage flow, the CONTRACTOR shall
provide odor control measures, see Section 02661.
D. SEWER BYPASSING AND DEWATERING
The CONTRACTOR shall be responsible for bypassing flow around his
work and dewatering of sewer lines in accordance with the requirements of
Section 02661.
E. CCTV INSPECTION
Experienced personnel training in locating breaks, obstacles, and service
connections by visual inspection shall perform inspection of the sewer main.
The interior of the sewer shall be carefully inspected in accordance with
Section 02761 to determine the location of conditions which may prevent
proper installation of CIPP. CONTRACTOR shall furnish television
inspection data to the ENGINEER.
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City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-17
F. MEASUREMENT
The existing sewer lines may be larger than their nominal size due to
corrosion of the pipe. It is the CONTRACTOR’s responsibility to measure
the actual inside diameter at different locations of the sewer to determine
the appropriate size of CIPP liner to use.
G. SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™)
1. It is required that the service lateral be inactive during the time of
installation. This is normally accomplished by turning off the services or
requesting that the businessowner/homeowner relinquish its services
during the required period of installation.
2. Line Obstructions - It shall be the responsibility of the CONTRACTOR
to clear the line of obstructions that will prevent the insertion of the SLC
material. If inspection reveals an obstruction that cannot be removed
by conventional sewer cleaning equipment, the CONTRACTOR shall
make an external point repair excavation to uncover and remove the
obstruction. The CONTRACTOR shall inform the ENGINEER prior to
the commencement of the Work.
3. The mainline pipe opening shall be prepared to accept the SLC and the
mainline rehabilitated pipe shall be maximized to obtain the best
possible connection.
4. The transition from the mainline pipe to the service lateral shall be
smooth and continuous to provide adequate support for the SLC during
installation and cure.
H. REMOVE INTRUDING TAP
Prior to CIPP insertion into the mainline sewer pipe, any intruding service
taps shall have the end of the pipe remotely trimmed using an appropriate
tool compatible with such work. The end of the service tap shall be trimmed
flush with the interior wall of the pipe such that it will not reflect through the
cured CIPP once installed.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-18
3.2
INSTALLATION PROCEDURES
A. GENERAL
All procedures performed by the CONTRACTOR in the CIPP installation
shall be equal to or exceed the requirements of Section 7 of ASTM F1216,
Section 7 in ASTM F1743, or Section 6 of ASTM F2019, as is applicable.
The CONTRACTOR shall designate the location where the CIPP felt tube
would be impregnated with resin (“wet-out”). Locations shall be subject to
approval by the ENGINEER and applicable local agencies. The
CONTRACTOR shall allow the ENGINEER to inspect the materials and
“wet-out” procedure.
If the “wet-out” location is not at the project site, the impregnated CIPP tube
shall be transported to site under controlled environmental conditions.
Transport vehicles shall include a tamper-resistant, sealed temperature-
recording device which records the temperature of the liner at all times after
leaving the wet-out site. The CONTRACTOR shall decide when to transport
the impregnated CIPP tube to site and when to commence insertion with
respect to weather conditions.
CONTRACTOR is responsible for obtaining construction/fire hydrant
meters from the CITY and for paying all applicable deposit fees and water
usage fees.
The CONTRACTOR shall ensure that the pressure inside of the CIPP tube
exceeds the pressure exerted on the pipe by groundwater.
The exterior of the manufactured tube shall be marked along its length at
regular intervals not to exceed five (5) feet. These marks shall be used as
a gauge to measure elongation during insertion. Should the overall
elongation of a reach exceed five percent (5%) of the overall length for fabric
tube and two percent (2%) for GRP tube, the liner tube shall be rejected
and replaced.
B. CIPP INSTALLATION PROCESS
CIPP installations will not be undertaken in weather conditions that could
jeopardize the installation of the CIPP or be detrimental to the long-term
performance of the CIPP. All equipment, labor, and materials required to
complete the work must be ready on-site before installation begins. The felt
CIPP liner will be installed by the inversion tube method or the pull/winch
method. The fiberglass CIPP liner will be installed winching or pull-in-place
method.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-19
1. INVERSION METHOD: The tube shall be impregnated with a liquid
thermosetting resin and lowered into the manhole through an
inversion tube. The inversion tube will then be filled with water or air
where the weight of the water or air pressure will push the tube
through the damaged pipe inside out, while pressing the resin
impregnated side firmly against the inside walls of the damaged pipe.
The smooth coated side of the liner shall become the new interior
surface of the pipe.
2. PULL/WINCHING METHOD: The bottom half of the sewer pipe
throughout the section to be lined shall be covered with a polyethylene
foil or other suitable material to facilitate threading of the liner and
reduce the risk of damage to the liner material. The tube liner shall be
formed with a polyurethane coating on its interior surface. Rollers
shall be installed in the upstream and downstream manholes to guide
the liner into and out of the host pipe and to guard against chafing of
the crowns at the entry and exit from the winch cable. The resin
impregnated tube liner shall be lowered into the manhole. The tube
shall then be pulled into position within the existing pipe with the aid
of a power winch that is equipped with a device to monitor the force
and prevent excessive tension. Should the pulling force exceed the
manufacturer’s recommendations, the tube shall be rejected and
replaced. In addition, the tube liner shall use a sliding foil on the
bottom one-third of the existing conduit during winching.
The CONTRACTOR shall cap each end of the liner and use liner restraints
in the manholes. The CONTRACTOR shall introduce water or air into the
liner to inflate the liner until it has a tight fit against the inner walls of the host
pipe producing dimples at lateral and side connections and flared ends at
manholes. All hoses/pipes used for introducing water or air shall be ramped
during the installation and curing process to allow for the ease of vehicular
and pedestrian traffic. 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 vice versa.
C. SERVICE
LATERAL
CONNECTION
(SLC)
SEAL
(TOP
HAT™)
INSTALLATION PROCESS
1. The resin impregnated tube shall be loaded inside a pressure
apparatus. The pressure apparatus, attached to a robotic device,
shall be positioned in the mainline pipe at the service connection. The
robotic device, together with a television camera, shall be used to
align the SLC repair with the service connection opening. Air
pressure, supplied to the pressure apparatus through an air hose,
shall be used to invert or expand the resin impregnated SLC into the
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WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
City of Glendale
Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-20
lateral pipe. The pressure shall be adjusted to fully place the SLC into
the lateral pipe and hold the tube tight to the pipe wall. Care shall be
taken during the curing process not to over-stress the tube. The
pressure apparatus shall include a bladder which shall inflate in the
mainline pipe, effectively seating the SLC repair against the service
connection.
2. After inversion or pull in is completed, recommended pressure is
maintained on the impregnated tube for the duration of the curing
process.
D. CIPP CURING
The curing process shall follow a step cure or similar approach
recommended by the manufacturer and approved by the ENGINEER and
shall be held at the top step for an adequate length of time as determined
by the liner manufacturer to ensure that the design physical properties are
attained.
1. HOT WATER CURING
a. CONTRACTOR shall use a flexible and impermeable calibration
hose to inflate the tube. The calibration hose may or may not
remain in the complete installation. Any dry tube or inflation hose
material that enters the existing pipe that has not been previously
vacuum impregnated with resin under controlled conditions
cannot be included in the structural wall of the CIPP. The nominal
thickness of this material shall be deducted from the field sample
thickness measured in order to verify that the minimum specified
wall thickness is achieved. Hose material remaining in the
installation shall be compatible with the resin system used, shall
bond permanently with the tube, and shall be translucent to
facilitate post installation inspection. Hose materials which are to
be removed after curing, shall be of non-bondable material. After
the tube is inserted through the pipe section, the CONTRACTOR
shall heat the water by circulating it through a boiler, where the
hot water will cause the resin to cure.
b. The CONTRACTOR shall monitor the temperature of the tube
liner during curing by remote temperature sensors placed at the
interface of the existing pipe and the CIPP. A minimum of two
temperature sensors shall be installed, one at either end of the
length being lined. The curing process shall not be terminated
until the temperature sensor readings indicate that a satisfactory
cure has been completed. Any extended cure times shall not
adversely affect the properties of the CIPP lining material.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-21
c. Circulation water shall cool down to at least 100 degrees F for 1
hour before releasing the hydrostatic head.
d. The rate of temperature rise and fall during heating and cooling
shall not exceed 2 degrees F per minute.
e. The water shall be evacuated from the pipe at a controlled rate to
prevent negative pressure in the pipe. The water shall not be
released until the water is at an ambient air temperature.
2. STEAM CURING
a. Steam source and air compressors are used to circulate the
steam/air
mixture
through
the
pipe
at
a
temperature
recommended by the manufacturer causing the resin to harden.
b. The CONTRACTOR shall monitor the temperature of the tube
liner during curing by remote temperature sensors placed at the
interface of the existing pipe and the CIPP. A minimum of two
temperature sensors shall be installed, one at either end of the
length being lined. The curing process shall not be terminated
until the temperature sensor readings indicate that a satisfactory
cure has been completed. Any extended cure times shall not
adversely affect the properties of the CIPP lining material.
c. The temperature of the air shall cool down to at least 140 degrees
F for 1 hour before releasing air pressure.
d. The outlet hose shall be equipped with a pressure regulating
valve, temperature gauge, and pressures gauge.
3. ULTRAVIOLET CURING
a. During the curing process, infrared sensors will record the curing
parameters using a computer and database that are tamper
proof. The curing parameters shall be controlled as determined
by the manufacturers’ quality protocol. The curing data shall
consist of the following:
1)
Curing speed
2)
Light source working and wattage
3)
Inner air pressure
4)
Exothermic temperature
5)
Date and time
6)
Length of liner
b. The ultraviolet curing apparatus shall operate between 200 to
400-nm ranges.
c.
The ultraviolet curing apparatus shall be pulled through the liner
at a speed recommended by the manufacturer while a constant
air pressure maintains inflation and pressing of the liner material
tightly against the inner walls of the host pipe.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-22
E. SERVICE LATERAL CONNECTION (SLC) SEAL (TOP HAT™) CURING
1. Curing method shall be compatible with the resin selected. The initial
cure shall be deemed to be completed when the SLC has been
exposed to the UV light, heat source or held in place for the time
period specified by the manufacturer.
2. The Contractor shall cool (if heat cured) the hardened SLC before
relieving the pressure in the pressure apparatus. Cool-down may be
accomplished by the introduction of cool air into the pressure
apparatus. Care shall be taken to maintain proper pressure
throughout the cure and cool-down period.
3. If cured by ambient-cure process, the Contractor shall maintain
bladder pressure until SLC has completely cured per manufacturer’s
recommendations before relieving the pressure in the pressure
apparatus.
4. SLC shall be cured in place by the manufacturer’s suggested resin
technology, using a polyester resin, vinyl ester resin, or epoxy-resin
with a watertight seal which shall be comprised of either an adhesive
epoxy compound or rubberized seal.
5. Material shall be impregnated with resin in a controlled environment
and stored per manufacturer’s recommendations for transport.
6. Method of cure shall be either heat-cure process, ultra-violet light
exposure, or ambient-cure process and shall result in a cured in place
seal per all specifications herein and meet the minimum physical
properties represented herein.
7. Contractor shall maintain a visible, written log of all activities in
accordance with manufacturer’s recommendations and shall include
time/location of wet out, time of insertion, time/location of lateral
insertion, bladder pressure requirements, required cure time, actual
cure time, and cool down duration.
3.3
FINISHED CIPP PRODUCT
A. FINISH:
The finished CIPP shall be continuous over the entire length of an
installation run, manhole to manhole. The wall color of the interior CIPP
surface after installation shall be a light reflective color so that a clear
detailed examination with CCTV equipment may be made.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-23
B. DEFECTS:
Any defects or non-conforming work as determined by the ENGINEER
shall be corrected at the CONTRACTOR’S expense.
1. UNDER THICKNESS LINER:
A minimum wall thickness at any point shall not be less than 90% of
the design thickness, or the product will be considered unacceptable.
An under-thickness liner may be brought into compliance by either:
a. Removal and replacement of the undersized liner, or
b. Install a second liner with full wall thickness as stated on the liner
design submittal after acceptable surface preparation of the
undersized liner interior. This option will be considered by the
CITY on a case-by-case basis. The CITY will consider the loss of
flow capacity and this option may be refused for that reason. The
addition of a thin liner that makes up the difference of the under
sizing is not an acceptable remedy because the structural
properties are not additive if they are not cured simultaneously.
2. FLEXURAL TESTING FAILURE:
In the event of a failure of the flexural strength, flexural modulus or
flexural creep tests, another flat plate sample shall be tested. Should
the second sample fail, the liner shall be brought to compliance by
either:
a. Removal and replacement of the undersized liner, or
b. Install a second liner with full wall thickness as stated on the liner
design submittal after acceptable surface preparation of the
undersized liner interior. This option will be considered by the
CITY on a case-by-case basis. The CITY will consider the loss of
flow capacity and this option may be refused for that reason. The
addition of a thin liner that makes up the difference of the under
sizing is not an acceptable remedy because the structural
properties are not additive if they are not cured simultaneously.
3. WRINKLES:
a. Circumferential wrinkles in the bottom half of the finished liner
pipe which exceed three (3) percent of the nominal diameter in
height are unacceptable and shall be removed or repaired by the
CONTRACTOR. Methods of repair shall be proposed by the
CONTRACTOR and submitted to the ENGINEER for approval.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-24
b. Circumferential or longitudinal wrinkles in the finished liner pipe
which reduce the hydraulic capacity of the pipe (wrinkles which
exceed five (5) percent of the nominal pipe diameter) are
unacceptable and shall be removed or repaired by the
CONTRACTOR. Methods of repair shall be proposed by the
CONTRACTOR and submitted to the ENGINEER for approval.
c. 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. Methods of repair shall be
proposed by the CONTRACTOR and submitted to the
ENGINEER for approval.
d. Wrinkles in the finished CIPP that reduce the structural integrity
of the CIPP are unacceptable. CONTRACTOR shall repair or
replace that section of the pipe. Methods of repair shall be
proposed by the CONTRACTOR and submitted to the
ENGINEER for approval.
4. OTHER DEFECTS:
Other defects such as foreign inclusions, dry spots, pinholes,
delamination, or wrinkling beyond the specification allowances,
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 CONTRACTORS’ expense.
Methods of repair shall be proposed by the CONTRACTOR and
submitted to the ENGINEER for approval.
C. GRP CIPP LINER
1. INNERFILM: The inner film of the fiberglass CIPP liner should be
removed and discarded to provide optimal quality of the final product.
2. FLUSHING: Flushing of the UV cured fiberglass liner (to reduce
styrene residual) is not required provided third party testing results
document styrene residual levels (without flushing) are within
acceptable defined levels.
D. CIPP TERMINATION POINTS (END SEALS):
1. End seals shall be not be installed until the CIPP pipe has relaxed for
a minimum period of 24 hours.
2. The CIPP shall make a tight seal at the manhole opening with no
annular gaps. The liner shall be cut neat and trimmed.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-25
3. The CONTRACTOR shall secure the connections between the CIPP
and the connection liner end seals. The securing materials shall
adequately bond with the host CIPP pipe per CIPP manufacturer’s
specifications and shall be significantly different in color from the liner.
4. The CONTRACTOR shall furnish and apply epoxy resin to CIPP liner
end seal at all upstream and downstream ends of the CIPP liner to
form a watertight seal.
E. SERVICE RECONNECTIONS:
1. After the curing is complete, existing lateral service connections shall
be re-established. The cut liner shall have no jagged edges and shall
be sanded smooth. The CONTRACTOR shall provide a seal,
recommended by the lining manufacturer, at the service connection
so that no leakage of fluids may infiltrate between the liner and the
existing sewer surface. Seals must be submitted and approved prior
to use.
2. Reinstate service laterals using only remote internal methods (prior to
CIPP acceptance).
3. Where the CIPP liner does not create dimples at the service
connections or in other ways indicate the locations, the exact location
shall be determined from the internal inspection data. It shall be the
CONTRACTOR’s responsibility to accurately locate and reinstate all
service connections after the CIPP installation and curing has been
completed. All service connections shall be reinstated to a minimum
of 95% of the original opening, centered on the lateral opening.
4. Any misplaced cuts made by the remote internal method while
reinstating service laterals will be repaired using approved materials
and a remote internal method at no additional cost to OWNER.
3.4
FINISHED SERVICE LATERAL CONNECTION (SLC) SEAL (TOP
HAT™) PRODUCT
A. DEFECTS
1. The finished SLC shall be free of dry spots, lifts and de-lamination.
The lateral SLC shall not inhibit the closed-circuit television post video
inspection of the mainline or service lateral pipes. Frayed ends of the
SLC repair shall be removed prior to acceptance.
2. During the warranty period, any defects which will affect the integrity
or strength of the SLC shall be repaired at the CONTRACTOR’S
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
CIPP LINING OF EXISTING SEWERS | 02767-26
expense in a manner mutually agreed upon by the Manufacturer,
CITY and the CONTRACTOR.
B. PROPERTIES
1. The structural performance of the finished pipe shall be adequate to
accommodate all anticipated loads throughout its design life. No
cured-in-place pipe rehabilitation technology will be allowed that
requires bonding to the existing pipe for any part of its structural
strength.
3.5
FINISHED LIQUID WASTE DISPOSAL
The CONTRACTOR shall obtain the ENGINEER’S written approval prior to
the disposal of the water and/or condensate from the curing process into
the sanitary sewage system.
3.6
CLEANUP
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.
+ + END OF SECTION + +
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-1
SECTION 03600
GROUT
PART 1 - GENERAL
1.1 - DESCRIPTION
This section specifies grout for uses other than masonry or annular space grouting.
1.1.1. - References
This section contains references to the following documents. They are a part of
this section as specified and modified. In case of conflict between the requirements
of this section and those of the listed documents, the requirements of this section
shall prevail.
Reference
Title
ASTM C33
Concrete Aggregates
ASTM C40
Organic impurities in Fine Aggregates for Concrete
ASTM C88
Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C117
Material Finer than 75 um (No. 200) Sieve in Mineral Aggregates by
Washing
ASTM C136
Sieve Analysis of Fine and Coarse Aggregates
ASTM C150
Portland Cement
ASTM C289
Potential Reactivity of Aggregates (Chemical Method)
ASTM C494
Chemical Admixtures for Concrete
ASTM 3881
Epoxy-Resin-Base Bonding Systems for Concrete
ASTM D2419
Standard Test Method for Sand Equivalent Value of Soils and Fine
Aggregate
ASTM E329
Inspection and Testing Agencies for Concrete, Steel, and Bituminous
Materials as Used in Construction
CRD-C621-91
Corps of Engineers Specification for Nonshrink Grout
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-2
1.1.2. - Quality Assurance
To demonstrate conformance with the specified requirements for grout, the
CONTRACTOR shall provide the services of an independent testing laboratory
that complies with the requirements of ASTM E329. The testing laboratory shall
sample and test grout materials as required in this section. Costs of testing
laboratory services shall be borne by the CONTRACTOR.
1.2 - MEASUREMENT AND PAYMENT
No separate measurement or payment for this item. Grouting shall be considered
incidental to the Work for which grouting is necessary, such as, manhole
installation and sewer connection to manholes.
PART 2 - PRODUCTS
2.1 - MATERIALS
2.1.1. - Cement
Portland cement shall be ASTM C150 Type II or Type V, low alkali, containing less
than 0.60 percent alkalis.
2.1.2. - Aggregate
A. GENERAL: Aggregate shall be nonreactive and shall be washed before use.
When sources of aggregate are changed, test reports shall be provided for the
new material. The tests specified shall be performed prior to commencing grout
work.
B. FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of
either sand or crushed stone regularly graded from coarse to fine and shall
conform to ASTM C33 as modified herein. When tested in accordance with
ASTM C136, gradation shall be such that 100 percent by weight will pass a
standard No. 8 mesh sleeve and no less than 45 percent by weight will pass a
standard No. 40 mesh sieve.
Variation from the specified gradations in individual tests will be acceptable if the
average of three consecutive tests is within the specified limits and the variation is
within the permissible variation listed below:
U.S. standard sieve size
Permissible variation in individual tests [percent]
30 or coarser
2
50 or finer
0.5
Other tests shall be in accordance with the following specifications:
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-3
Test
Test Method
Requirements
Organic Impurities
ASTM C40
Color lighter than Amount of Material Standard
Passing No. 200 Sieve
ASTM C117
3% maximum by weight
Soundness
ASTM C88
10% maximum loss with sodium sulfate
Reactivity
ASTM C289
Innocuous aggregate
Sand Equivalent
ASTM D2419
Minimum 80
2.1.3. - Admixtures
A. GENERAL: Admixtures shall be compatible with the grout. Calcium chloride
or admixtures containing calcium chloride are not acceptable. Admixtures shall
be used in accordance with the manufacturer’s recommendations and shall be
added separately to the grout mix.
B. WATER REDUCING RETARDER: Water reducing retarder shall be ASTM
C494 Type D and shall be Master Builders Pozzolith 300-R, Sika Corporation
Plastiment, or equal.
C. LUBRICANT FOR CEMENT PRESSURE GROUTING: Lubricant additive for
cement pressure grouting shall be Intrusion Prepakt Intrusion Aid, Sika
Intraplast N, or equal.
D. Water for washing aggregate, for mixing and for curing shall be free from oil
and deleterious amounts of acids, alkalis, and organic materials; shall not
contain more than 1000 mg/1 of chlorides as C1, nor more than 1300 mg/1 of
sulfates as SO4; and shall not contain an amount of impurities that may cause
a change of more than 25 percent in the setting time of the cement nor a
reduction of more than 5 percent in the compressive strength of the grout at 14
days when compared with the result obtained with distilled water. Additionally,
water used for curing shall not contain an amount of impurities sufficient to
discolor the grout.
2.1.4. - Bonding Compounds
Epoxy resin bonding compounds shall be used for wet areas and shall be Sika
Chemical Corporation, Sikadur 32 Hi-Mod, 32 Hi-Mod LPL, or 35 Hi-Mod LV 350,
370, or 390m as applicable; or equal.
Non-epoxy bonding compounds shall be used for dry areas and shall be Burke
Company, Acrylic Bondcrete; Imperial Chemical Industrial, Inc., Thoro System
Products, Acryl 60; Thoro Bond; or equal.
A. CURING COMPOUND
Curing compound shall be Master Builders, MasterSeal; A.C. Horn Inc., Horn
ClearSeal EM 180, Burke Company Spartan Cote WB Cure Seal Hardener; or
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-4
equal, conforming to ASTM C309. Curing compounds shall be clear and shall be
applied in accordance with the manufacturer’s instructions.
2.2 - GROUT
2.2.1. - Cement Grout
Cement grout shall be a mixture of one part cement, two parts sand, proportioned
by volume, admixtures for pressure grouting, and sufficient water to form a
workable mix.
2.2.2. - Non-shrink Grout
Non-shrink grout is available with both metallic and nonmetallic aggregate. Metallic
aggregate grout shall be Master Builders Embeco 636, Burke Company Metallic
Spec Grout, Sonneborn Ferroligh G Redimix, or equal. Nonmetallic aggregate
grout shall be Five Star Products, Inc. Five Star Grout, Master Builders Masterflow
713, Burke Company Non-Ferrous, Non-Shrink Grout, or equal.
2.2.3. - Epoxy Grout for Crack Repair and Dowel Anchorage
Except as noted below, epoxy grout shall be a high modulus, two-component,
moisture insensitive, 100 percent solids, thermosetting modified polyamide epoxy
compound. The consistency shall be a paste form capable of not sagging in
horizontal or overhead anchoring configurations. Material shall conform to ASTM
C881 Type 1, Grade 3, such as Adhesive Ownering Concresive 1440 series, Sika
Corporation Sikadur Hi-Mod Series, Adhesive Technology Corporation Solidbond
200 or equal, and shall have a heat deflection temperature in excess of 130
degrees F.
Epoxy for pressure grouting/crack injection shall be a two-component, moisture
insensitive, high modulus, injection grade, 100 percent solids, blend of epoxy-resin
compounds. The consistency shall be as required to achieve complete penetration
in hairline cracks and larger. Material shall conform to ASTM C881 Type 1 Grade
1, such as Sika Corporation Sikadur 52, Adhesive Ownering Company SCB
products, Adhesive Technology Corporation SLV 300 series, or equal.
2.2.4. - Polymer Concrete (for Resurfacing or Patching)
Polymer concrete (for resurfacing or patching) shall consist of a liquid binder and
dry aggregate mixed together to make a mortar or grout of a consistency as
required for the application. The liquid binder shall be a chemical and oil resistant,
stress relieved, low modulus, moisture insensitive, two-component epoxy-resin
compound. The consistency shall be similar to lightweight oil for proper mixing with
aggregate. Material shall conform to ASTM C881 Type 3 Grade 1, such as Sika
Corporation Sikadur Lo-Mod series, Adhesive Ownering Concresive 1470,
Adhesive Technology Corporation 400 series, or equal.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-5
The aggregate shall be oven dry in sealed packages until time of mixing, and shall
be of size and consistency compatible with recommendations of manufacturer of
liquid binder for intended application.
2.3 - PRODUCT DATA
2.3.1. - Manufacturer’s Data
Manufacturer’s data shall be provided for the following.
A. Bonding compounds
B. Nonshrink grout
C. Pressure grout
D. Retardants
E. Epoxy grout
F. Polymer concrete
2.3.2. - Laboratory Test Reports
Test reports on previously tested materials shall be accompanied by the
manufacturer’s statement that the previously tested material is the same type,
quality, manufacture, and make as that proposed for use in this project. Test
reports are required for the following:
A. Cement
B. Aggregates
C. Retardants
D. Bonding compounds
E. Epoxy resin
2.3.3. - Evidence of Testing Laboratory Competence
The CONTRACTOR shall require that the laboratory provide directly to CITY
evidence of the most recent inspection of its facilities by the Cement and Concrete
Reference Laboratory of the National Bureau of Standards. The evidences shall
show that deficiencies mentioned in the report of that inspection have been
corrected. The evidence of inspection shall be provided prior to delivery of
materials to the job site.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-6
PART 3 - EXECUTION
3.1 - GENERAL
Bonding compound for use with grout shall be recommended by grout
manufacturer. Primer, if required for polymer concrete, shall be provided per
manufacturer’s recommendation.
3.2 - CEMENT GROUT
Cement grout shall be used for filling nonbearing portions of equipment pads and
pressure grouting.
Except for the specialized equipment for pressure grouting, mixing and placing
apparatus shall be similar to that normally used for cast-in-place concrete. Grout
shall be mixed for a period of at least 1 minute. Diluted grout shall be agitated to
keep ingredients mixed.
3.3 - NONSHRINK GROUT
Nonshrink, nonmetallic aggregate grout shall be used for the bearing surfaces of
machinery and equipment bases, column base plates and bearing plates.
Nonshrink metallic aggregate grout shall be used for setting anchor bolts and
grouting reinforcing steel holes. Grout shall meet the requirements of CRD-C621
and shall be placed in accordance with manufacturer’s instructions.
Holes required for grouting shall be blown clean with compressed air and left free
of dust or standing water. Horizontal holes for grouting shall be drilled at a slight
downward angle to facilitate holding the grout until setting is complete. Bolts or
reinforcing steel installed in horizontal grout holes shall be centered in the drilled
hole.
3.4 - EPOXY GROUT
A. Epoxy grout shall be used for repairing cracks, repairing structural concrete,
and may be used for setting reinforcing dowels or anchor bolts into holes for
grouting. Concrete shall be primed in accordance with the grout manufacturer’s
instructions.
B. Use of epoxy grout for anchorage of bolts or reinforcing dowels shall be subject
to the following conditions:
1. Use shall be limited to locations where exposure, on an intermittent or
continuous basis, to acid concentrations higher than 10 percent, to chlorine
gas, or to machine or diesel oils, is extremely unlikely.
2. Use shall be limited to applications where exposure to fire or exposure to
concrete or rod temperature above the product’s heat deflection
temperature or 120 degrees F (whichever is less) is extremely unlikely.
Overhead applications (such as pipe supports) because of the above
concerns shall be disallowed.
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Sewer & Manhole Rehabilitation, Phase 6D
Project No. 212231
July 2024
GROUT | 03600-7
3. Approval from CITY for specific application and from supplier of equipment
to be anchored is applicable.
4. Anchor diameter and grade of steel shall be per contract documents or per
equipment supplier specifications. Anchor shall be threaded or deformed
full length of embedment and shall be free or rust, scale, grease, and oils.
5. Embedment depth and hole diameter shall be as specified.
6. Holes shall have rough surfaces, such as can be achieved using a rotary
percussion drill.
7. Holes shall be blown clean with compressed air and be free of dust or
standing water prior to application of grout.
8. Anchor shall be left undisturbed and unloaded for full curing period.
9. Anchors shall not be placed on concrete below 25 degrees F.
+ + END OF SECTION + +
JOB SITE COPY
THESE PLANS SHALL BE KEPT AT THE
JOBSITE AND BE AVAILABLE TO CITY
OF GLENDALE INSPECTORS DURING
WORKING HOURS. PLANS SHALL NOT
BE ALTERED WITHOUT BUILDING
OFFICIALS APPROVAL.
SCOPE OF WORK
SEWER & MANHOLE REHABILITATION, PHASE 6B & 6D
COG PROJECT NUMBER: 212231
GMP-002 REV-1
PROJECT OVERVIEW
This GMP-002 includes the scopes of work for both the Sewer & Manhole Rehabilitation Phase 6B & 6D projects.
Phase 6B includes rehabilitation of approximately 2,494 L.F. of existing 12-inch sewer lines, rehabilitation of 11 each
existing manholes, installation of 1 new 60-inch manhole installation, removal of existing manhole and replacement
with new junction structure, and 35 L.F. of 12-inch sewer removal and replacement. Phase 6D includes rehabilitation
of approximately 2.466 L.F. of existing 8-inch sewer lines, rehabilitation of 11 each existing manholes, removal of 3
each existing flushing tanks and replacing with 3 each new 60-inch manholes, and removal of 2 each 45-bends and
installation of a new 72-inch manhole. The work includes installing cured-in-place-pipe (CIPP) liner in existing sewer
pipe, the replacement of deteriorated sewer pipe, connecting all associated lateral and service connections, and the repair
and coating of existing manholes. Some sewer line sections will require the replacement of moderately short sections
of deteriorated sewer pipe prior to the installation of the CIPP liner.
SCOPE OF WORK BID ITEMS:
General Items
1) Mobilization & Demobilization:
a) Mobilization and demobilization of equipment, shoring, and steel plates.
b) Mobilization for CIPP lining subcontractor.
c) Furnishing and installing 2 each project signs.
d) Dust permit.
e) Construction water meter and construction water.
f) Street Sweeping.
2) Indirect Project Management Cost
a) Project Manager – Half-Time Project Manager
b) Project Engineer – Half-Time Project Engineer
c) Project Superintendent – Full-Time Project Superintendent
d) Waste management service and trash disposal.
e) Water and ice for the crews
f) Yard rental for project materials, equipment, and personnel.
g) Project Sanitation portable restrooms, handwashing station, and disinfection supplies.
h) Temporary fence rental for project security.
i) ST&S, Safety Supplies, Training, Fall Protection, and small tools – Per Direct Labor Manhours.
Phase 6B
3) Clean Existing 12-inch Sewer
a) Labor and equipment to complete cleaning and Pre-CIPP CCTV inspection of existing 12-inch sewer lines.
4) Install 12-inch CIPP Liner
a) Labor, equipment, materials, and subcontractor costs to complete the installation of 12-inch CIPP liner.
5) Post-CIPP CCTV Inspect (Pano)
a) Subcontractor costs for performing Post-CIPP liner inspection with Pano camera.
6) Remove & Replace Frame & Cover
a) Labor, equipment, and materials for removing existing manhole frames and covers and replacing with new
sewer manhole frames and cover per Project Drawings.
7) Adjust Frame & Cover to Grade
a) Labor, equipment, and materials for removing existing manhole frames and covers and replacing with new
sewer manhole frames and cover per Project Drawings.
8) Repair & Coat Chimney, Cone, & Wall
a) Subcontractor costs for repairing and coating manhole chimneys, cones, and wall identified on the plans to be
rehabilitated.
9) Repair & Coat Bench
a) Subcontractor costs for repairing and coating manhole benches identified on the plans to be rehabilitated.
10) Repair/Reshape & Coat Channel
a) Subcontractor costs for repairing/reshaping and coating manhole channels identified on the plans to be
rehabilitated.
11) Inspect & Assess Manhole
a) Subcontractor costs to perform man entry into designated manhole to inspect and assess manhole condition and,
if needed, determine preliminary rehabilitation scope.
12) CIPP Liner End Seal or Line Through & Cut Out Access
a) Labor, equipment, materials, and subcontractor costs for install CIPP end seals at all new CIPP liner termination
points or lining through manholes and cutting out a coupon for sewer access.
13) Cut & Remove CIPP Coupon to Reinstate Tap
a) Labor, equipment, materials, and subcontractor costs for cutting CIPP coupon out to reinstate lateral.
14) Remove Intruding Gasket
a) Labor and equipment to remove intruding gaskets via cutter inside the pipe.
15) Remove & Replace Existing 12-inch Sewer
a) Labor, equipment, and materials to remove the existing sewer line, replace, and backfill new sewer line pipe
prior to CIPP lining per Project Drawings.
16) Remove & Replace Asphalt
a) Labor, equipment, material, subcontractor costs for replacing asphalt per Project Drawings.
17) Construct 5-foot Diameter Manhole
a) Labor, equipment, material, and subcontractor costs for excavating, installing, and backfilling new 60-inch
manhole per Project Drawings.
18) Remove Existing Manhole
a) Labor, equipment, and vendor costs for excavating and performing removal of existing sewer manhole at the
intersection of 67th Ave and Butler Dr.
19) Install New Concrete Junction Structure
a) Labor, equipment, material, and subcontractor costs for furnishing and installing the proposed Armorock
precast polymer structure per alternate design provided by Armorock in lieu of constructing junction structure
per Project Drawings.
b) The new structure per the alternate design will be constructed as a 96-inch round structure with a flat top
adjusted to final grade.
20) 39-inch Sewer Bypass Setup & Teardown
a) The bypass is based on flow data provided by the City of Glendale indicating a peak flow of 8.304 MGD and
bypass design flow of 12.456 MGD.
b) Includes labor, equipment, materials, and subcontractor costs for performing bypass setup (trenching, bypass
pipe fusion and installation, cone removals at suction location and discharge location, pump installation and
setup, temporary backfill of bypass trenches with ABC, milling and recessing plates, and bypass start-up) and
bypass teardown and restoration (pump and bypassing piping removal, ½ sack slurry backfilling bypass pipe
trenches, reinstalling manhole cones and coating repairs, and final concrete and asphalt restoration) for the 39-
inch sewer bypass required for 12-inch sewer line removal and replacement, existing manhole removal, and
installation of new junction structure.
c) Includes installing secondary containment underneath pumps and tarping and sealing as best as possible the
suction and discharge location to contain odors.
21) 39-inch Sewer Bypass Operation
a) Includes labor and equipment for bypass pump watch/monitoring.
b) Includes bypass equipment rental for complete bypass system.
c) Secondary containment for pumps, fuel for pumps, tarping of suction and discharge locations as a standard for
odor mitigation efforts. Additional odor mitigation above and beyond tarping will be priced and compensated
through the odor control allowance line item within the GMP.
Phase 6D
22) Clean Existing 8-inch Sewer
a) Labor and equipment to complete cleaning and pre-CIPP CCTV inspection of existing 8-inch sewer lines per
Project Drawings.
23) Install 8-inch CIPP Liner
a) Labor, equipment, materials, and subcontractor costs to complete the installation of 8-inch CIPP liner.
24) Post-CIPP CCTV Inspect (Pano)
a) Subcontractor costs for performing post-CIPP liner inspection with Pano camera.
25) Remove & Replace Frame & Cover
a) Labor, equipment, and materials for removing existing manhole frames and covers and replacing with new
sewer manhole frames and cover per Project Drawings.
26) Repair & Coat Chimney, Cone, & Wall
a) Subcontractor costs for repairing and coating manhole chimneys, cones, and wall identified on the plans to be
rehabilitated.
27) Repair & Coat Bench
a) Subcontractor costs for repairing and coating manhole benches identified on the plans to be rehabilitated.
28) Repair/Reshape & Coat Channel
a) Subcontractor costs for repairing/reshaping and coating manhole channels identified on the plans to be
rehabilitated.
29) Inspect & Assess Manhole
a) Subcontractor costs to perform man entry into designated manhole to inspect and assess manhole condition and,
if needed, determine preliminary rehabilitation scope.
30) CIPP Liner End Seal or Line Through & Cut Out Access
a) Labor, equipment, materials, and subcontractor costs for install CIPP end seals at all new CIPP liner termination
points or lining through manholes and cutting out a coupon for sewer access.
31) Cut & Remove CIPP Coupon to Reinstate Tap
a) Labor, equipment, materials, and subcontractor costs for cutting CIPP coupon out to reinstate lateral.
32) Install SLC
a) Labor, equipment, and subcontractor costs to furnish and install top hots at service locations per Project
Drawings
33) Cut Intruding Tap Prior to CIPP
a) Labor, equipment, and subcontractor costs to cut intruding taps identified on Project Drawings prior to CIPP
installation.
34) Remove & Replace Existing 8-inch Sewer
a) Labor, equipment, and materials to remove the existing 8-inch sewer line and replace it with new 8” VCP and
backfill new sewer line pipe prior to CIPP lining per Project Drawings.
35) Remove & Replace Asphalt
a) Labor, equipment, material, subcontractor costs for replacing asphalt per Project Drawings.
36) Remove Existing 45-Bends and Install New 6-foot Diameter Manhole
a) Labor, equipment, material, and subcontractor costs for excavating, installing, and backfilling new 72-inch
manhole per Project Drawings.
37) Remove Flushing Tank & Install New 5-Foot Diameter Manhole
a) Labor, equipment, and subcontractor costs to remove existing flushing tanks and install new 60-inch manholes
per Project Drawings.
38) Traffic Control (Allowance)
a) Allowance for all costs associated with Traffic Control, including, but not limited to; traffic control plans,
permits, device rental, labor and equipment, sandbags, flags and dowels, pedestrian relocations, visual message
boards, etc.
39) Off-Duty Officers (Allowance)
a) Allowance for all required Off-Duty Officers.
40) Survey/GIS (Allowance)
a) Allowance to capture Project specific GIS and as-built data for the city.
41) Quality Control Material Testing (Allowance)
a) All costs associated with third party material testing on the project include but are not limited to compaction,
concrete cylinder, sieve analysis, proctor, etc.
42) Odor Control (Allowance)
a) Allowance for reimbursement of any required odor control for Phase 6B 67th Ave and Butler 39-inch sewer
bypass.
b) Allowance will be utilized for any odor mitigation efforts above standard tarping and sealing of suction or
discharge pits. Generally, an odor scrubber is deployed, or upstream chemical injection or dosing is completed
as an additional mitigation effort.
43) Pavement Sealing & Striping (Allowance)
a) Allowance for reimbursement of required pavement sealing and striping.
b) Allowance estimated amount is based on pavement sealing and striping areas impacted during the 67th Ave and
Butler Bypass trenching and new structure and pipe installation at intersection.
44) Paver & Hardscape Restoration Phase 6D Sheet 5 Sta. 14+07 (Allowance)
a) Allowance for all labor, equipment, materials, and subcontractor costs associated with restoring any hardscape
(pavers, concrete, etc.) at the location called out for the existing flushing tank to be removed and replace with
a new 60-inch manhole.
45) Extra Work (Allowance)
a) Additional work that is located during the investigation or pre rehabilitation work that was unforeseen in the
original assessment including but not limited to point repairs, coating repairs, manhole ring and cover
replacement, CIPP, or manhole replacement or manhole insert installation.
b) Additional bypass work related to the additional rehabilitation or complication due to unknown or unforeseen
conditions.
c) Additional hardscape surface restorations or landscape restorations as a result from the additional rehabilitation.
d) Additional work caused by upstream flow conditions that cause nuisance flows that surcharge into the line that
need additional plugging efforts to accommodate work being completed on the project.
46) Owner’s Contingency
a) Owner’s Contingency is based on 10% of the Project Direct Cost, excluding allowance and contingency totals.
b) This contingency is for additional Owner directed scope of work.
Moved into Owners Contingency
EXISTING 39" SEWER
TO-BE BYPASSED
EXISTING 36" SEWER
EXISTING MH 0129450 TO BE
REMOVED & REPLACED
35 LF OF EXISTING 12" TO BE
REMOVED & REPLACED
BUTLER DRIVE
67TH AVE
SUCTION POINT
1) CONE PULL
2) 3 EACH 12" PUMPS
2) 2 EACH 6" PUMPS
3) MANIFOLDED INTO 2 EACH DISCHARGE PIPES
DISCHARGE POINT MH 0129448
1) CONE PULL TO INSTALL DISCHARGE PIPES
2) MILL & RECESS PLATES
2 EACH BYPASS DISCARGE PIPES
100 LF OF BYPASS TRENCHING
AND MILLING/RECESSING PLATES
W DIANA AVE
185 LF OF BYPASS TRENCHING
AND MILLING/RECESSING PLATES
90 LF OF BYPASS TRENCHING
AND MILLING/RECESSING PLATES
135 LF OF BYPASS TRENCHING
AND MILLING/RECESSING PLATES
PHASE 6B: CONCEPTUAL BYPASS DRAWING
67TH AVE & BUTLER DRIVE
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
EXHIBIT F
Statement of All Clarifications and Assumptions (if any)
(3 pages - To be Incorporated by Amendment)
ROC089744 | BFCONTRACTING.COM | 11011 North 23rd Avenue | Phoenix, AZ 85029
P: 623.582.1170 | F: 623.582.3761
Exhibit F: Clarification & Assumptions
SEWER & MANHOLE REHABILITATION, PHASE 6B & 6D
COG PROJECT NUMBER: 212231
GMP-002 REV-1
1. Mobilization/Demobilization for this GMP-002 is a onetime round trip for personnel, equipment,
and supplies. Project delays that result in demobilization of personnel and/or equipment are not
included, and any additional costs incurred are a change in scope.
2. No temporary signals are included in GMP and if required they will be reimbursed through Project
Contingency.
3. Any costs associated with Permits, Paving Permit/Fees, Waterline and Trench Permit/Fees and
Haul Permit/Fees are not included in the GMP, except for the dust control permit fee.
4. Dust Control permit is included in the mobilization item of the GMP.
5. Costs associated with City and/or ADOT permit and plan review fees, Quality Assurance
(QA) (i.e. City/ADOT inspection and testing) costs, impact fees, and utility company fees,
water meters/meter installations except for construction water, and/or any other fees not
specifically identified within this GMP, are not anticipated and, if required, shall be
reimbursed through Owners Contingency.
6. This GMP does not include costs for the remediation of hazardous waste materials.
7. Traffic Control Allowance includes anticipated costs for traffic control labor and equipment
for setup and teardown, barricade device rental, sandbags, and flags with dowels. Traffic
control item will be cost reimbursable with appropriate backup documentation plus
applicable mark-ups, insurance, bond, and taxes per the contract.
8. Traffic control at 67th Ave and Butler must be a 24 hour and 7 day a week setup and left turn
restriction will be required to accommodate the work from all directions.
9. Traffic control at 67th Ave and Butler will not be able to travel east west through the
intersection during the installation of the new sewer structure, pipe, and manhole.
10. Traffic control during CIPP lining must stay up full shift due to curing and reinstatements
of lateral connections.
11. Excludes any costs associated with blasting or hydraulic breakers of any kind.
12. Project schedule is estimated at a 5-month duration; thus Indirect/General Conditions costs were
estimated at 5 months for this GMP and will be billed monthly.
13. Includes a Owners Contingency to cover material escalation costs related to aggregates,
asphalt, pipeline, CIPP liner materials as compared to the vendor/supplier quote. This will
be cost reimbursable with appropriate back-up documentation showing the cost impacts on
the project from GMP to construction plus applicable mark-ups, insurance, bond, and taxes
per the contract.
14. Excludes costs for repair of pre-existing damage to any private and public roadways used to
access this project. If required, costs to be reimbursed from Owners Contingency.
15. GMP assumes access can be granted to CMAR for suitable staging and installation of the sewer
replacements and rehabilitation efforts at the various sections of right of way (ROW).
16. GMP excludes costs for utility relocation. If any utility relocations are required, CMAR shall be
reimbursed through the Owners Contingency.
ROC089744 | BFCONTRACTING.COM | 11011 North 23rd Avenue | Phoenix, AZ 85029
P: 623.582.1170 | F: 623.582.3761
17. Costs for Private Irrigation or any other unmarked utility damaged and/or relocated as part of
this project to be compensated out of Owners Contingency line items.
18. Allowance bid item has been included to cover costs associated with pavement sealing and
striping. Estimated allowance amount is based on assuming pavement sealing and striping for
the pavement areas impacted by the bypass and new installation work scopes for project Phase
6B at 67th Ave and Butler.
19. CMAR expectation is to close sidewalks and bike paths in the construction zone and route
pedestrians to the nearest ADA compliant crossing and detour pedestrians to the opposite of
the roadway around the work zone.
20. Survey/GIS Allowance includes costs to record asset data directly associated with the
rehabilitation scope of work and incorporating that data into the GIS system.
21. Off-Duty Officer Allowance will be utilized for Off-Duty Officers as designated by the City
of Glendale traffic department and will be cost reimbursable with appropriate backup plus
applicable mark-up, insurance, bond, and taxes.
22. Allowances are only anticipated/estimated costs and overruns of the Allowances will be
compensated through Owners Contingency.
23. 8-inch sewer replacement/point repair scope of work does not include air testing. New pipe
sections installed will be CCTV inspected and approved by the Engineer prior to CIPP
lining.
24. All specialty asphalt, concrete, and/or paver unless expressed explicitly on the plans would
be compensated through Owners Contingency.
25. Unit Price Contract Administration: This GMP will be administered as a Measured
Quantity/Unit Price, Guaranteed Not‐to‐Exceed Contract. The Schedules of Values is
defined by the individual work/pay items plus fee structure, and markups. Final contract
price/payout will be based on field measured, final completed quantities at the approved unit
prices, approved allowance and/or contingency utilization, and approved change orders. It
is understood that these City approved prices including mark‐ups are the “Cost of the Work”.
The mark‐up structure on the Schedule of Values will apply to Change Orders and/or Extra
Work, allowances, and contingencies. Pay Item under‐runs and/or unused items shall fall to
Owners Contingency for the duration of the project. Quantity over‐runs shall be paid at the
unit price established in the Schedule of Values for the pay item and shall be paid from
Owner Contingency or extra work allowance.
26. Any additional point repairs or SLC seals/tops hats not identified on the plans that are
deemed required shall be reimbursed via extra work allowance.
27. For Phase 6D 8” sewer line rehabilitation, B&F plans on managing flow with a vactor trailer
since flows were observed to be manageable with a vactor trailer. If flows exceed the
capabilities of the vactor trailer, B&F shall be reimbursed through extra work allowance for
vactor bypass required to complete 8” sewer line rehabilitation. If backwaters due to
upstream conditions are causing nuisance flows that effect our ability to access and
rehabilitate the pipe and/or manholes the extra time to set additional plugs will be
compensated through the extra work allowance or Owner Contingency.
28. For Phase 6D, CMAR GMP is based on full 8-hour street restrictions allowing 8 full hours of
work to be performed on site by CMAR crews.
ROC089744 | BFCONTRACTING.COM | 11011 North 23rd Avenue | Phoenix, AZ 85029
P: 623.582.1170 | F: 623.582.3761
29. For Phase 6B, specifically the 12” sewer cleaning, pipe preparation, CIPP lining, and manhole
rehabilitation, CMAR GMP is based on full 8-hour street restrictions allowing 8 full hours of work
to be performed on site by CMAR crews.
30. In the proposal for pipe cleaning, if not designated on the plans or called out specifically is
estimated as a standard three-pass cleaning with a vactor combo truck and operators. If the line
requires additional cleaning after the three-pass cleaning the CMAR will notify the City and
Inspector and track the time after approval as heavy cleaning which is $350.00 and hour for vactor
truck and $575.00 per hour when and vactor and CCTV truck are required to complete the work.
These rates are consistent with mechanical cleaning efforts as well which required both a camera
truck and vactor combo truck to complete the work.
31. For Phase 6B, specifically the bypass scope of work and new pipe and structure scope of work,
24-hour traffic control setups will be required for the 67th Ave and Butler Drive work area.
32. The project will utilize the designated odor control allowance when tarping and covering measures
are found unacceptable. This will be requested and approved by the City prior to utilization.
CMAR will utilize either a portable odor scrubber or chemical injection based on direction
received from the City or designated consultant.
33. Public outreach is not included in the GMP. CMAR as completed on prior project will distribute
door hangers provided by the public outreach or City prior to disruption of work. CMAR will
coordinate and review and provide updates to keep properly informed throughout the project.
34. Public hotline number to be provided by the City or designated public outreach company.
35. Escalation in material cost with proven backup on materials the price escalation will be
compensated through owner’s contingency.
City of Glendale Standard Form Agreement Between Owner and CM@Risk (May 15, 2023)
EXHIBIT G
Schedule of Major Milestones
(1 pages - To be Incorporated by Amendment)
ID
Task Name
Duration
1
SEWER & MANHOLE REHABILITATION PHASE 6B & 6D
124 days
2
NTP
0 days
3
PHASE 6D
73 days
4
MOBILIZATION
1 day
5
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (MYRTLE AVE)
3 days
6
POTHOLE 45-BENDS TO BE REMOVED
1 day
7
REMOVE 45-BENDS & INSTALL 72-INCH MH (MYRTLE AVE)
4 days
8
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (ALLEY W/O 53RD AVE)
4 days
9
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (ALLEY E/O 53RD DR)
3 days
10
REMOVE & REPLACE 8-INCH SEWER (LAMAR ROAD)
4 days
11
REMOVE & REPLACE 8-INCH SEWER (54TH AVE)
5 days
12
ASPHALT REPLACEMENT
2 days
13
CLEAN, REMOVE INTRUDING TAPS, & CCTV 8-INCH SEWERLINE
7 days
14
CIPP LINE 8-INCH
10 days
15
INSTALL CIPP END SEALS
2 days
16
INSTALL SLC SEALS/TOP HOTS
1 day
17
MANHOLE REHAB
29 days
18
PHASE 6B
75 days
19
CLEAN, PREP, & CCTV 12-INCH SEWERLINE
8 days
20
CIPP LINE 12-INCH
10 days
21
INSTALL CIPP END SEALS
2 days
22
MANHOLE REHAB
17 days
23
67TH AVE & BUTLER SEWER & STRUCTURE REPLACEMENT
75 days
24
BYPASS MOBILIZATION & STRING BYPASS PIPE
5 days
25
BYPASS TRENCHING & SETUP
20 days
26
BYPASS START-UP & OPERATION
24 days
27
PERFORM 24 HOUR STARTUP TEST ON BYPASS
1 day
28
REMOVE 12" SEWERLINE & EXISTING JUNCTION STRUCTURE
5 days
29
PREP & INSTALL NEW MANHOLE #2
3 days
30
INSTALL NEW 12" SEWERLINE
2 days
31
INSTALL NEW JUNCTION STRUCTURE/72-INCH POLYMER MH
8 days
32
TEST NEW MANHOLE #2, SEWERLINE, & JUNCTION STRUCTURE
4 days
33
REMOVE PLUGS AND TURN OFF BYPASS
2 days
34
REMOVE BYPASS PIPING & TEARDOWN BYPASS
16 days
35
DEMOBILIZE BYPASS SYSTEM
3 days
36
HARDSCAPE RESTORATION FOR BYPASS & NEW SEWER INSTALL
4 days
37
SITE CLEAN-UP & FINAL DEMOBILIZATION
3 days
38
SUBSTANTIAL COMPLETION
0 days
39
PUNCHLIST
10 days
40
FINAL COMPLETION
0 days
NTP
MOBILIZATION
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (MYRTLE AVE)
POTHOLE 45-BENDS TO BE REMOVED
REMOVE 45-BENDS & INSTALL 72-INCH MH (MYRTLE AVE)
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (ALLEY W/O 53RD AVE)
REMOVE FLUSHING TANK & INSTALL 60-INCH MH (ALLEY E/O 53RD DR)
REMOVE & REPLACE 8-INCH SEWER (LAMAR ROAD)
REMOVE & REPLACE 8-INCH SEWER (54TH AVE)
ASPHALT REPLACEMENT
CLEAN, REMOVE INTRUDING TAPS, & CCTV 8-INCH SEWERLINE
CIPP LINE 8-INCH
INSTALL CIPP END SEALS
INSTALL SLC SEALS/TOP HOTS
MANHOLE REHAB
CLEAN, PREP, & CCTV 12-INCH SEWERLINE
CIPP LINE 12-INCH
INSTALL CIPP END SEALS
MANHOLE REHAB
BYPASS MOBILIZATION & STRING BYPASS PIPE
BYPASS TRENCHING & SETUP
REMOVE 12" SEWERLINE & EXISTING JUNCTION STRUCTURE
PREP & INSTALL NEW MANHOLE #2
INSTALL NEW 12" SEWERLINE
INSTALL NEW JUNCTION STRUCTURE/72-INCH POLYMER MH
TEST NEW MANHOLE #2, SEWERLINE, & JUNCTION STRUCTURE
REMOVE BYPASS PIPING & TEARDOWN BYPASS
DEMOBILIZE BYPASS SYSTEM
HARDSCAPE RESTORATION FOR BYPASS & NEW
SITE CLEAN-UP & FINAL DEMOBILIZATION
SUBSTANTIAL COMPLETION
PUNCHLIST
FINAL COMPLETION
Oct
Nov
Dec
Jan
Feb
Mar
Apr
May
Jun
Qtr 4, 2024
Qtr 1, 2025
Qtr 2, 2025
Task
Split
Milestone
Summary
Project Summary
Inactive Task
Inactive Milestone
Inactive Summary
Manual Task
Duration-only
Manual Summary Rollup
Manual Summary
Start-only
Finish-only
External Tasks
External Milestone
Deadline
Progress
Manual Progress
212231 SEWER & MANHOLE REHAB, PHASE 6B & 6D
EXHIBIT G: PROJECT SCHEDULE
Page 1
Project: Project Schedule
Date: Wed 10/30/24