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CITY OF EL MIRAGE
DEVELOPMENT APPLICATION FORM
5
Revised: September 2019
PURPOSE
Development Applications are reviewed by the Technical Advisory Committee (TAC) with the intent to provide the
applicant specific information in preparation to meeting the City’s technical standards and requirements for the
proposed development project. Information provided by TAC is based on applicant submittals and should be considered
actual and detailed in nature.
ACTION REQUESTED (Check one)
___ Conditional Use Permit
___ Site Plan Approval
___ General Plan Amendment: ___ Major ___ Minor
___ Site Plan Amendment
___ Planned Area Development (PAD)
___ Preliminary Plat
___ Planned Area Development Amendment
___ Final Plat
___ Rezoning
___ Other: _________________________________
PROPERTY INFORMATION:
Name of Project: _______________________________________________________________ Acreage: __________
Property Address/Location:
Assessor’s Parcel Number:
APPLICANT / OWNER INFORMATION:
Applicant:
____________________________________
Owner:
____________________________________
Address:
____________________________________
Address:
____________________________________
City/ST/Zip:
____________________________________
City/ST/Zip:
____________________________________
Phone:
____________________________________
Phone:
____________________________________
Email:
____________________________________
Email:
____________________________________
Signature:
____________________________________
Signature:
____________________________________
(Agreement to act as agent for owner)
(Authorization for agent to act for owner)
___ Application Form
___ Comprehensive Site Plan
___ Deed and/or Title Report
___ Drainage Report
___ A.L.T.A. Survey
___ Phase I Environment Site Assessment
___ Preliminary Landscape Plans
___ Filing Fee (see Fee Schedule starting on page 9)
Official Use
Case No: _______________Date Received: _______________Planning & Zoning Commission Meeting: ______________City Council Meeting: ______________
X
12801 W Olive Ave
501-46-854
Avery Africa
1501 W. Fountainhead Pkwy
Tempe, AZ 85282
(360) 643-0623
Avery.Africa@jacobs.com
Adam McKnight
5600 148th Ave NE
Redmond, WA 98052
(903) 714-2783
Adam.McKnight@microsoft.com
NA
NA
_X_ Water Report
_X_ Sewer Report
_X_ Traffic Statement
15
PHX80 Site Plan Amendment
(in the mail)
SITE PLAN AMENDMENT
PHX81 Project Narrative
El Mirage, Arizona
D3127020\PHX 80 Site Plan Narrative.doc
1
Application Request
The narrative is provided as part of the requirements for the City of EL Mirage Site Plan Application
Submittal Guidelines for Technical Advisory Committee (TAC) Review. Conceptual and comprehensive
Site Plans are included in this submittal along with other required information.
Property Location and Description
The Subject Property consists of 150.51-acres at the southeast corner of West Olive Avenue and North
Dysart Road in the City of El Mirage, Arizona. The site is currently zoned Employment/Industrial (EI)
The Applicant proposes to develop a data center campus consisting of a second approximately
250,000-square foot building, with the potential for up future development of three additional buildings
of a similar size. The proposed data center building will be industrial in nature and consist of new
construction, slab on grade, premium grade metal exterior walls, outside electrical and mechanical
equipment, utilizing the substation operated by Arizona Public Service (APS) that exists onsite as part
of the initial phase of construction. The proposed building will be serviced by EPCOR water and
sanitary sewer, which will be accessed from municipal mains to be extended within the adjacent public
rights-of-ways.
Approximately 50 parking spaces, with an additional 4 handicap parking spaces for employees of the
facility will be located on the Subject Property for the proposed building. A Parking Statement is
provided in addition to detail traffic generated by site operations. The potential additional buildings
beyond the second building will be completed in phases and driven by market demand.
Historical Data
The proposed project site has been used for agriculture production since the 1950’s. Please see Phase
I Environmental Site Assessment for additional information of the history of the site.
Operational Aspects of Use
The proposed data center will support the storage and operation of computer servers within a series of
data halls with a small administrative office area for personnel. The facility will be secured 24-hours per
day, 365-days per year. The electrical and mechanical equipment surrounding the building are
necessary to control the environment within the server equipment within the facility. During business
hours, the security gate at the primary site access will be open.
Proposed Phasing
Potential future, phased development of up to three (3) additional data center buildings is proposed for
the Subject Property. The timing of phasing is driven by market demand. A schedule for future
development potential is not known at this time.
SITE PLAN AMENDMENT
PHX81 Project Narrative
El Mirage, Arizona
D3127020\PHX 80 Site Plan Narrative.doc
2
Additional Information
Twenty-one, diesel-fueled emergency generators will be installed for the proposed project. The
proposed generators will be permitted with the Maricopa County Air Quality Department (MCAQD) and
will operated in accordance with applicable, MCAQD, State of Arizona, and federal requirements. The
generators are for emergency backup power only. Each generator will include an approximately 10,000-
gallon capacity diesel storage tank, and the administration area generator will include an approximately
3,000-gallon capacity diesel storage tank.
Generator sound levels may exceed the City of El Mirage guideline of 55 decibels (dB) during operation.
Generator operations are anticipated to be limited to periodic, short duration daytime, testing and
maintenance activities (e.g., a single generator would be tested for few hours per month) or in response
to short duration and infrequent utility outages. Evaluations of utility service in the area during site
selection indicated historically reliable service. Additionally, the closest residential neighborhood is
approximately one mile from the Subject Property. Given this distance and the limited duration that the
generators would be in operation, noise from emergency use of the generators is not expected to be
characterized in a manner that would “disturb the peace or quiet of a neighborhood, family or person,”
consistent with City of El Mirage Zoning Ordinance § 154.107. Based on the initial analysis of potential
sound levels during normal operations of the first site building, operations at the facility will comply with
the City of El Mirage guideline of 55 decibels (dB).
Additional Permits and Approvals
Additional permits and approvals that are anticipated for the proposed project include:
SITE PLAN AMENDMENT
PHX81 Project Narrative
El Mirage, Arizona
D3127020\PHX 80 Site Plan Narrative.doc
3
Permit/Approval
Status
City of El Mirage Engineering, Building, and Fire
Permits
Plans and associated documents will be
submitted to the City beginning in April 2021
Arizona Pollutant Discharge Elimination System
(AZPDES) – Construction Stormwater Permitting
(Section 402 of the Clean Water Act)
Notice of Intent for coverage under the Arizona
Construction General Permit (CGP) will be
submitted in April 2021
MCAQD Dust Control Permit
Permit application will be submitted at least 14 days
prior to construction
MCAQD Non-Title V Permit
Application is being prepared and will be submitted
in April 2021
Maricopa County Environmental Services
Department (MCESD) Approval to Construct (for
applicable water and sewer lines)
Plans will be submitted to MCESD for applicable on-
site piping and structures (i.e, lift station and
manholes) in April 2021. Plans for off-site
improvements will be submitted upon completion of
design.
MCESD Approval of Construction
Will be obtained at the completion of on and off-site
construction of water and sewer piping and structures
Certificate of Assured Water Supply
Not required per input from the City of El Mirage
since water will be provide by the City of El Mirage,
which has a designation of assured water supply
(DWR 86-400054.0001)
Certificate showing compliance with minimum county
and state water quality standards.
Not required per input from the City of El Mirage
since water with be provided by the City of El Mirage
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C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
6
6
6
DYSART ROAD
OLIVE AVENUE
DYSART ROAD
DYSART ROAD
DYSART ROAD
DYSART ROAD
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
ALICE
AVENUE
FUTURE BUTLER DRIVE
65' ROW
65' ROW
59.5' ROW
49.5' ROW
60' ROW
40' ROW
DEDICATION
10' LANDSCAPE
BUFFER
10' BUILDING
SETBACK
10' BUILDING
SETBACK
10' LANDSCAPE
SETBACK
10' BUILDING
SETBACK
10' BUILDING
SETBACK
10' LANDSCAPE
BUFFER
10' BUILDING
SETBACK
PHX80
FFE = 1091
SUBSTATION
(BY OTHERS)
N DYSART RD
W OLIVE AVE
8' PUBLIC UTILITY EASEMENT
1079'
1079'
1079'
1080'
1080'
1080'
1080'
1081'
1081'
1081'
1081'
1082'
1082'
1082'
1082'
1082'
1083'
1083'
1083'
1083'
1083'
1081'
1081'
1081'
1081'
1082'
1082'
1082'
1082'
1082'
1079'
1079'
1080'
1080'
1080'
1080'
1080'
1080'
1080'
1081'
1081'
1081'
1081'
1082'
1082'
1082'
1082'
1083'
1083'
1083'
1083'
1083'
1084'
1084'
1084'
1084'
1084'
1080'
1080'
1080'
1080'
1081'
1081'
1081'
1081'
1082'
1082'
1082'
1082'
1078'
1078'
1078'
1078'
1079'
1079'
1079'
1079'
1080'
1080'
1080'
1080'
1078'
1078'
1078'
1078'
1079'
1079'
1079'
1079'
1080'
1080'
1080'
1080'
1081'
1081'
1081'
1081'
1081'
+
+
+
+
+
+
+
+
+ +
+
+
+
+
+
+
FUTURE BUTLER DRIVE
8' PUBLIC UTILITY EASEMENT
PHX81
FFE = 1091
EXISTING
PROPERTY LINE
PROPOSED
PROPERTY LINE
EXISTING
PROPERTY LINE
PROPOSED
PROPERTY LINE
EXISTING WELL
TEMPORARY
CONSTRUCTION
EASEMENT
TEMPORARY
CONSTRUCTION
EASEMENT
TEMPORARY
CONSTRUCTION
EASEMENT
TEMPORARY
CONSTRUCTION
EASEMENT
MAIN SITE ENTRY
SECONDARY
EMERGENCY
VEHICLE ENTRY
SECURITY GATES
AND BARRIER
STANCHIONS
STORMWATER
RETENTION/INFILTRATION
PONDS (TYP)
SITE FENCING
(TYP)
SITE FENCING
(TYP)
TRASH
COMPACTORS (2X)
LOADING DOCK
PARKING LOT
(57 STALLS)
DOMESTIC
WATER
FIRE
WATER
CLEAR
WATER
DISCHARGE
SANITARY
SEWER
STORMWATER
LUKE AIR FORE
APZ-2
±4.9 ACRE PARCEL TO BE
REZONED INDUSTRIAL
LIGHT POLE
(TYP)
ELECTRICAL
SEWER LIFT
STATION
CMU
WALL
SUBSTATION
BUILDING
PARKING LOT
(53 STALLS)
TRASH
COMPACTORS (2X)
LOADING DOCK
SANITARY SEWER
CLEAR WATER DISCHARGE
DOMESTIC WATER
FIRE WATER
TELECOM
LIGHT POLE (TYP)
TELECOM
Pumper Fire Truck
SATELLITE
ORBITAL
TEMP HYDROGEN
PROJECT
FIRE TRUCK TURNING MOVEMENTS
SHEET NAME
ISSUED FOR:
DATE
REV
CLIENT/OWNER
MICROSOFT
CORPORATION
PROJECT NAME
PHX80
STAMP
PROJECT ADDRESS
EL MIRAGE, AZ
SHEET NUMBER
NAVIX PROJECT NUMBER:
50-050-099
REVISIONS
CONFIDENTIAL
NORTH ARROW
SCALE
33°33'55.5"N 112°20'28.5"W
LAT/LONG
SITE PLAN
EXHIBIT
C-C-000
SITE DATA TABLE
02/12/2021
0
SITE PLAN AMENDMENT - IFP
02/12/2021
COLO 5
COLO 4
COLO 3
COLO 2
COLO 1
ADMIN
1288' - 5"
ADMIN
COLO 1
COLO 2
COLO 3
COLO 4
COLO 5
1288' - 5"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:37 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB
OVERALL -
ELEVATIONS
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
1" = 50'-0"
1
ELEVATION - NORTH - OVERALL
-
1" = 50'-0"
2
ELEVATION - SOUTH - OVERALL
1
2
4
3
1
2
5
6
1
2
4
3
1
2
6
1.11
1.10
1.09
1.08
1.07
1.06
1.05
1.01
1.02
1.03
1.04
2.01
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
243'-0"
1.11
1.10
1.09
1.08
1.07
1.06
1.05
1.01
1.02
1.03
1.04
2.01
243'-0"
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:38 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-1
COLO 1 - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
3/32" = 1'-0"
1
ELEVATION - COLO 1 NORTH - B/W
-
3/32" = 1'-0"
2
ELEVATION - COLO 1 SOUTH - B/W
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
1
2
3
1
2
3
4
4
4
3.01
1.11
2.11
2.10
2.09
2.08
2.07
2.06
2.05
2.02
2.03
2.04
2.01
246'-0"
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
3.01
1.11
2.11
2.10
2.09
2.08
2.07
2.06
2.05
2.02
2.03
2.04
2.01
246'-0"
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:40 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-2
COLO 2 - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
3/32" = 1'-0"
1
ELEVATION - COLO 2 NORTH - B/W
-
3/32" = 1'-0"
2
ELEVATION - COLO 2 SOUTH - B/W
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
1
2
3
1
2
3
4
3.01
3.02
3.03
3.04
2.11
3.05
3.06
3.07
3.08
3.09
3.10
3.11
4.01
246'-0"
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
3.01
3.02
3.03
3.04
2.11
3.05
3.06
3.07
3.08
3.09
3.10
3.11 4.01
246'-0"
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:42 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-3
COLO 3 - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
3/32" = 1'-0"
1
ELEVATION - COLO 3 NORTH - B/W
-
3/32" = 1'-0"
2
ELEVATION - COLO 3 SOUTH - B/W
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
1
2
3
1
2
3
4
4.02
4.03
4.04
3.11
4.01
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
4.05
4.06
4.07
4.08
4.09
4.10
4.11
5.01
246'-0"
4.02
4.03
4.04
3.11 4.01
3'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
3'-0"
4.05
4.06
4.07
4.08
4.09
4.10
4.11 5.01
246'-0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:43 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-4
COLO 4 - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
3/32" = 1'-0"
1
ELEVATION - COLO 4 NORTH - B/W
-
3/32" = 1'-0"
2
ELEVATION - COLO 4 SOUTH - B/W
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
1
2
3
1
2
3
4
5.02
5.03
5.04
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
5.01
5.05
5.06
5.07
5.08
5.09
5.10
5.11
240'-0"
5.02
5.03
5.04
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
24'-0"
5.01
5.05
5.06
5.07
5.08
5.09
5.10
5.11
240'-0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:44 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-5
COLO 5 - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
3/32" = 1'-0"
1
ELEVATION - COLO 5 NORTH - B/W
-
3/32" = 1'-0"
2
ELEVATION - COLO 5 SOUTH - B/W
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
1
2
4
3
1
2
3
4
4
1.01
0.03
0.02
48' - 0"
24' - 0"
24' - 0"
1.01
0.03
0.02
0.01
72' - 0"
24' - 0"
24' - 0"
24' - 0"
G
E
H
F
D
C
B
A
199' - 10"
6' - 0"
18' - 6"
68' - 0"
14' - 10"
68' - 0"
18' - 6"
6' - 0"
1 ROOF PANEL (WHITE)
2 METAL PANEL (WHITE)
3 MECHANICAL LOUVERS (WHITE)
4 ROOF / PLATFORM ACCESS LADDER
5 CANOPY
6 STOREFRONT & GLASS (CLEAR ANNODIZED & GRAY)
NOTE: BUILDING ELEVATIONS DO NOT INCLUDE EXTERIOR EQUIPMENT OR PERIMETER SCREEN WALL
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
P.16958
Brian Minatelli
Carlos Elarmo
Jeremy Taylor
Adam Mcknight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under
the Public Disclosure Act and Uniform Trade
Secrets Act.
D3127040
A
1
2
3
4
5
Samantha Biscottini
Chavon Grande
2020 SW Fourth Avenue, Suite 300,
Portland, OR, 97201
PHX81
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85335
2/9/2021 3:36:46 PM
BIM 360://PHX81/PHX81-ARCH-R20.rvt
PHX81-CBEB-A
ADMIN - B/W
SITE PLAN AMENDMENT - IFP
0
02/12/2021
D. JONES
D. ENRIGHT
B. SHANKS
-
1/8" = 1'-0"
1
ELEVATION - ADMIN NORTH - B/W2
-
1/8" = 1'-0"
3
ELEVATION - ADMIN SOUTH - B/W2
-
1/8" = 1'-0"
4
ELEVATION - ADMIN WEST - B/W2
NOTE: ELEVATION FACES SOUTH TO SITE INTERIOR
4
2
5
1
1
5
6
6
2
4
5
2
1
6
4
2
1
6
SITE MAP:
VICINITY MAP:
SHEET INDEX:
P H X 8 1 D A T A C E N T E R
LANDSCAPE CONSTRUCTION DOCUMENTS
PLANTING GENERAL NOTES:
1.
CONTRACTOR SHALL REVIEW PLANTING PLAN WITH LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.
2.
LANDSCAPE ARCHITECT OR HIS REPRESENTATIVE RESERVES THE RIGHT TO REFUSE ANY PLANT MATERIALS HE
DEEMS UNACCEPTABLE. SEE SPECIFICATIONS.
3.
ANY AND ALL SUBSTITUTIONS TO BE APPROVED BY THE LANDSCAPE ARCHITECT.
4.
LOCATE PLANTS AWAY FROM SPRINKLER HEADS, LIGHT FIXTURES AND OTHER OBSTRUCTIONS.
5.
FINAL LOCATION OF ALL PLANT MATERIAL SHALL BE SUBJECT TO THE APPROVAL OF THE OWNER'S
AUTHORIZED REPRESENTATIVE.
6.
PLANTING AND IRRIGATION DESIGN MAY BE MODIFIED TO ADAPT TO WALK CONFIGURATIONS THAT
DIFFER FROM THESE PLANS, OR BECAUSE OF GRADE LIMITATIONS ON SITE.
7.
WATER TEST ALL TREE PLANTING HOLES PRIOR TO PLANTING. IF TREE HOLE DOES NOT DRAIN, DO NOT
PLANT, SEE HARDPAN DETAIL.
8.
REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT SHOWN ON DRAWINGS.
9.
TREES SHALL BE PLANTED A MINIMUM OF 20'-0" FROM STREET LIGHTS, LIGHTING CONTROL CABINETS & FIRE
HYDRANTS, 7'-0" FROM EDGE OF UNDERGROUND PIPELINES AND A MINIMUM OF 5'-0" FROM CURBS AND
WALLS. SHRUBS SHALL BE PLANTED A MINIMUM OF 2'-0" FROM CURB AND WALKS.
10.
ALL SPECIMEN TREES, SHRUBS AND CACTI SHALL BE FIELD LOCATED BY LANDSCAPE ARCHITECT OR
OWNER'S AUTHORIZED REPRESENTATIVE.
11.
CONTRACTOR SHALL INSTALL "SHAWTOWN ROOT BARRIER PANELS" (OR APPROVED EQUAL) AT ALL TREES
WITHIN 7'-0" FEET OF HARDSCAPE ELEMENTS INCLUDING (BUT NOT LIMITED TO) SIDEWALKS, ASPHALT,
CONCRETE SLABS / FOOTINGS AND STRUCTURES. CONTRACTOR SHALL SUBMIT SPECIFICATION SHEETS OF
PROPOSED ROOT BARRIER PANELS TO THE LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO
INSTALLATION.
12.
THE CONTRACTOR SHALL INSTALL ARBOR GUARDS AT ALL TREES LOCATED IN TURF AREAS.
13.
ON-SITE AND OFF-SITE TOPSOIL SHALL CONFORM TO CONTENT REQUIREMENTS AS SPECIFIED IN PART 2 OF
THE PLANTING SPECIFICATIONS. AGRONOMY TEST SUBMITTALS ARE REQUIRED FOR ALL MATERIAL USED
FOR TOPSOIL AND BACK FILL. SUBMIT REPORT TO LANDSCAPE ARCHITECT FOR REVIEW.
14.
ALL PLANT MATERIAL SHALL BE IN COMPLIANCE WITH THE AMERICAN STANDARDS FOR NURSERY STOCK,
LATEST EDITION.
15.
THE CONTRACTOR SHALL PROVIDE MAINTENANCE FOR ALL ALL PLANT MATERIAL FROM THE TIME OF
INSTALLATION THROUGH SUBSTANTIAL COMPLETION.
16.
CACTI SHALL BE PLANTED A MINIMUM OF 5'-0" AWAY FROM ALL PEDESTRIAN ROUTES.
17.
CACTI SHALL BE WELL ROOTED AND NON-SCARRED.
18.
PLANT MATERIAL MARKED 'SALVAGE' SHALL BE SELECTED FROM FROM ON-SITE SALVAGE INVENTORY. ALL
MATERIAL SELECTIONS SHALL BE APPROVED BY LANDSCAPE ARCHITECT AND/OR OWNER'S AUTHORIZED
REPRESENTATIVE.
19.
IN DISTURBED AREAS INDICATED TO RECEIVE REVEGETATION HYDROSEED AND/OR PLANTING, THE
CONTRACTOR SHALL MATCH EXISTING NATURAL DESERT STONE GROUND COVER CONDITIONS ADJACENT
TO THE PROJECT.
20. NATIVE REVEGETATION AREAS AND PLANTER BEDS SHALL BE TREATED WITH PRE-EMERGENT AS PER
MANUFACTURER'S INSTRUCTIONS. RE-APPLY AS NECESSARY TO ELIMINATE INVASIVE WEEDS. REMOVE ALL
DEAD DEBRIS.
21. THE CONTRACTOR SHALL PROVIDE A 50'-0" BY 50'-0" TYPICAL MOCK-UP OF NATIVE REVEGETATION AREAS
FOR REVIEW BY THE LANDSCAPE ARCHITECT OR OWNER'S AUTHORIZED REPRESENTATIVE.
22. ALL TREE STAKING SHALL CONFORM TO THE PLANTING DETAILS OR AS NOTED IN THE SPECIFICATIONS. THE
LANDSCAPE ARCHITECT OR OWNER'S AUTHORIZED REPRESENTATIVE SHALL REVIEW TYPICAL TREE STAKING
PRIOR TO FINAL ACCEPTANCE.
IRRIGATION GENERAL NOTES:
1.
THESE CONSTRUCTION DOCUMENTS, INCLUDING ALL PLANS, NOTES, DETAILS AND SPECIFICATIONS ARE
INTENDED TO FACILITATE THE INSTALLATION CONTRACTOR BY PROVIDING GENERAL GUIDELINES FOR
DESIGN INTENT. IT IS THE GOAL OF THE DOCUMENTS THAT THE WORK IS TO BE COMPLETED WITHOUT
CHANGE ORDERS. ALL QUANTITIES SHOWN IN THE DOCUMENTS ARE ESTIMATES ONLY AND ARE NOT
GUARANTEED; THE CONTRACTOR SHALL SUPPLY ALL MATERIALS, LABOR AND EQUIPMENT IN ORDER TO
FULFILL THE DESIGN INTENT.
2.
INTERPRETATION OF THE PLANS AND SPECIFICATIONS SHALL BE MADE BY THE "AUTHOR" OR
"ARCHITECT/ENGINEER-OF-RECORD" OF THE RESPECTIVE DOCUMENT AND SHALL BE CONSIDERED FINAL.
ANY POSSIBLE AMBIGUITY SHALL BE SUBMITTED IN WRITING BY THE CONTRACTOR PRIOR TO SUBMITTING
FORMAL BIDS. ALL CLARIFICATIONS SHALL BE PREPARED IN WRITING BY THE
"ARCHITECT/ENGINEER-OF-RECORD" PRIOR TO BIDDING. THE CONTRACTOR SHALL ACCEPT THE
INTERPRETATION OF THE "ARCHITECT/ENGINEER-OF-RECORD" AS THE CORRECT AND FINAL
INTERPRETATION.
3.
ANY INCIDENTAL INSTALLATION PROCEDURE, MATERIAL OR EQUIPMENT, NOT MENTIONED IN THESE
CONSTRUCTION DOCUMENTS, THE SPECIFICATIONS NOR SHOWN ON THE PLANS, WHICH MAY BE
NECESSARY FOR COMPLETION AND SATISFACTORY OPERATION OF THE DESIGN SYSTEM SHALL BE
FURNISHED AND INSTALLED (AS BASED ON INDUSTRY STANDARDS) AS THOUGH SHOWN OR PROVIDED
FOR.
4.
EXISTING CONDITIONS AND BASE INFORMATION ARE BASED ON PLANS PREPARED BY: CMX.
5.
THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE LOCATIONS OF EXISTING AND FUTURE
UNDERGROUND SERVICES AND IMPROVEMENTS WHICH MAY CONFLICT WITH THE WORK TO BE DONE.
NOTIFY THE OWNER'S AUTHORIZED REPRESENTATIVE IMMEDIATELY SHOULD A CONFLICT ARISE.
6.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS AND SHALL NOTIFY ALL
UTILITY COMPANIES WITH UTILITIES ON SITE PRIOR TO THE CONSTRUCTION OF THE PROJECT.
7.
FOR UNDERGROUND UTILITY COORDINATION AND 48 HOURS PRIOR TO START OF CONSTRUCTION
(DEPENDING ON AREA OR JURISDICTION), THE CONTRACTOR SHALL CONTACT:
A) BLUE STAKE (ARIZONA) 1-800-782-5348
B) UNDERGROUND SERVICES ALERT (USA) 1-800-227-2600
8.
THESE NOTES ARE TO BE USED FOR GENERAL REFERENCE IN CONJUNCTION WITH AND AS A SUPPLEMENT
TO THE WRITTEN SPECIFICATION, APPROVED ADDENDUM'S, AND THE CHANGE ORDERS AS ASSOCIATED
WITH THESE CONSTRUCTION DOCUMENTS.
9.
SHOULD THE CONTRACTOR HAVE ANY QUESTIONS REGARDING THESE CONSTRUCTION DOCUMENTS OR
SHOULD THERE BE ANY DISCREPANCIES, HE SHALL CONTACT THE LANDSCAPE ARCHITECT FOR
CLARIFICATION BEFORE PROCEEDING FURTHER.
10.
ALL WORK SHALL CONFORM TO THE CONTRACT DOCUMENTS AND PER GOVERNING CODES AND/OR
ORDINANCES.
11.
THE CONTRACTOR SHALL PROVIDE BARRICADES AND TRAFFIC CONTROL ALONG PUBLIC STREETS, IF
REQUIRED, DURING INSTALLATION.
12.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO REPORT TO THE LANDSCAPE ARCHITECT AND/OR THE OWNER'S
AUTHORIZED REPRESENTATIVE ANY DISCREPANCIES BETWEEN THE CONSTRUCTION DOCUMENTS AND FIELD
CONDITIONS PRIOR TO THE START OF WORK.
13.
BEFORE WORK BEGINS ON THE PROJECT, THE CONTRACTOR SHALL REVIEW THE PROJECT WITH THE
LANDSCAPE ARCHITECT AND/OR THE OWNER'S AUTHORIZED REPRESENTATIVE.
14.
THE LANDSCAPE ARCHITECT AND/OR THE OWNER'S AUTHORIZED REPRESENTATIVE SHALL APPROVE ANY
OR ALL CHANGES PRIOR TO THE START OF WORK.
15.
CONTRACTOR IS RESPONSIBLE FOR VERIFYING AND COORDINATING EXISTING SITE CONDITIONS.
16.
THE CONTRACTOR SHALL ADHERE TO ALL APPLICABLE LOCAL, STATE, AND OR FEDERAL LAW OR
REGULATION PERTAINING TO THE PROJECT.
17.
CONTRACTOR SHALL PROPERLY COORDINATE HIS WORK WITH OTHER CONTRACTOR'S WORK PRIOR TO
INSTALLATION.
18.
THE CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO PROTECT EXISTING IMPROVEMENTS AND
THE PUBLIC FROM DAMAGE THROUGHOUT CONSTRUCTION.
19.
CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ANY DAMAGES IMPOSED, UNINTENTIONALLY OR
ACCIDENTALLY TO EXISTING UTILITIES, STRUCTURES, WALLS, OR OTHER AMENITIES, DUE TO THE ACTION OF
THE CONTRACTOR, CONTRACTOR'S EMPLOYEES AND/OR THE CONTRACTOR'S SUBCONTRACTORS.
DAMAGE OCCURRED DURING THE CONTRACTOR'S OPERATION SHALL BE REPAIRED, AT THE EXPENSE OF
THE CONTRACTOR, TO THE SATISFACTION OF THE OWNER'S AUTHORIZED REPRESENTATIVE.
20. MATCH GRADES, LAYOUT AND ELEVATIONS OF ADJOINING LANDSCAPE WORK BY OTHERS. NOTIFY THE
LANDSCAPE ARCHITECT OF CONFLICTS BEFORE PROCEEDING WITH CONSTRUCTION.
1.
CONTRACTOR SHALL GRADE TO MAINTAIN POSITIVE DRAINAGE AWAY FROM ALL
STRUCTURES. REVIEW ENGINEERS PLAN FOR DRAINAGE.
2.
FINISH GRADING SHALL BE BY THE DIRECTION OF THE LANDSCAPE ARCHITECT.
3.
LANDSCAPE ARCHITECT SHALL APPROVE GRADING PRIOR TO PLANTING.
4.
GRADING FOR THIS PROJECT INCLUDES THE FOLLOWING:
A) FINE GRADING OF EXISTING ROUGH GRADES IS REQUIRED TO PROVIDE SMOOTH,
EVEN GRADE TRANSITION IN LANDSCAPE AREA.
B) IMPORTING AND PLACING "OFF-SITE 3/8" MINUS TOPSOIL" IN THE FOLLOWING
AREAS:
i) TURF, AND ANNUAL AREAS (6" DEPTH).
ii) PLANT BACK FILL (CAN BE SCREENED ON-SITE SOIL).
5.
THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ANY CALICHE ENCOUNTERED ON
SITE AT NO ADDITIONAL COST TO THE OWNER.
6.
FINISH GRADE OF ALL PLANTING AREAS IS TO BE 1.5" BELOW ADJACENT PAVING UNLESS
NOTED OTHERWISE.
7.
REFERENCE CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE FLOWS. THE
CONTRACTOR SHALL BE RESPONSIBLE THAT THESE ARE PROVIDED FOR AND NOT
IMPAIRED WITH OBSTRUCTIONS.
8.
THE CONTRACTOR IS RESPONSIBLE FOR GRADING ALL AREAS AT THE DIRECTION OF THE
LANDSCAPE ARCHITECT TO CREATE A NATURALLY UNDULATING GROUND PLANE.
9.
NOT FOR CONSTRUCTION. FOR REFERENCE ONLY, ON LANDSCAPE DRAWINGS.
GRADING GENERAL NOTES:
GENERAL NOTES:
INERT GENERAL NOTES:
1.
THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR FULL IRRIGATION COVERAGE OF ALL
PLANT MATERIAL.
2.
THE LANDSCAPE CONTRACTOR SHALL SUBMIT FULL PIPING PLANS, AFTER FIELD
VERIFICATION, DEPICTING POINT OF CONNECTION, METER LOCATION AND SIZE, BACK
FLOW PREVENTER LOCATION AND SIZE, AND PIPE ROUTING AND SIZES.
3.
THE LANDSCAPE CONTRACTOR SHALL INSTALL THE SPECIFIED SYSTEM IN ACCORDANCE
WITH THE ATTACHED SCHEDULES, NOTES, DETAILS, AND SPECIFICATIONS.
4.
CONTRACTOR TO SITE VERIFY PRESSURE AND NOTIFY LANDSCAPE ARCHITECT OF ANY
DIFFERENCES PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. IF CONTRACTOR
FAILS TO NOTIFY LANDSCAPE ARCHITECT, HE IS FINANCIALLY RESPONSIBLE FOR ANY
NECESSARY SYSTEM ALTERATIONS THAT RESULT.
5.
THE LANDSCAPE CONTRACTOR SHALL FIELD VERIFY EXISTING TAP LOCATIONS. INSTALL
NEW METERS PER THE ATTACHED IRRIGATION SCHEDULE.
6.
THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR CUTTING AND PATCHING OF
ASPHALT AND CONCRETE AS REQUIRED FOR SLEEVE INSTALLATION ACCORDING TO THE
IRRIGATION SCHEDULE.
7.
CONTROLLER TO BE INSTALLED AS PER MANUFACTURES SPECIFICATIONS. CONTROLLER
SIZE AND QUANTITIES TO BE DETERMINED BY THE VALVE REQUIREMENTS AND POINT OF
CONNECTIONS. INSTALL ONE (1) CONTROLLER AT EACH POINT OF CONNECTION.
8.
INSTALL PVC MAINLINE AND LATERALS ACCORDING TO THE IRRIGATION AND PIPING
SCHEDULES.
9.
ALL VALVE FLOWS SHALL NOT EXCEED MANUFACTURER'S SPECIFICATIONS.
10.
VALVE BOXES SHALL BE SQUARE TO ADJACENT WALKS OR CURBS AND FLUSH WITH THE
FINAL GRADE.
11.
WORK SHALL CONFORM TO ALL CONSTRUCTION CODES AND REGULATIONS.
12.
CONTRACTOR SHALL INSTALL GREEN VALVE BOXES IN TURF AREAS AND TAN VALVE
BOXES IN DECOMPOSED GRANITE AREAS (TYPICAL).
13.
REFER TO THE IRRIGATION NOTES FOR THE CALCULATED PRESSURE AT THE WATER METER.
REFER TO NOTE #4 IF PRESSURE DIFFERS FROM THAT NOTED.
14.
THE CONTRACTOR SHALL VISIT SITE PRIOR TO BIDDING ON PROJECT TO VERIFY
INSTALLATION CONDITIONS.
15.
PRIOR TO COMMENCEMENT OF ANY WORK, THE CONTRACTOR SHALL CONTACT BLUE
STAKE TO VERIFY LOCATIONS AND DEPTHS OF UNDERGROUND UTILITIES THAT MAY BE
EFFECTED BY HIS WORK, AND HE SHALL BE RESPONSIBLE FOR DAMAGES TO SUCH
UTILITIES CAUSED AS A RESULT OF HIS IRRIGATION INSTALLATION.
16.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPENSATING THE OWNER AND/OR
THE OWNER'S REPRESENTATIVE FOR ANY DESIGN CHANGES MADE AS A RESULT OF
DEVIATION BY THE CONTRACTOR FROM THE PLANS AND SPECIFICATIONS OR DUE TO
ERRORS, FAULTY MATERIAL OR FAULTY WORKMANSHIP.
17.
INSTALL ALL MAINLINES WITH A MINIMUM OF 20" OF COVER.
18.
INSTALL ALL LATERALS WITH A MINIMUM OF 12" OF COVER.
19.
ALL PIPE TO BE INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS AND ASTM
STANDARD D 2774.
20. ALL THREADED JOINTS TO BE COATED WITH TEFLON TAPE UNLESS OTHERWISE SPECIFIED
BY THE MANUFACTURER. USE LIQUID TEFLON ON METAL PIPE THREADS ONLY.
21. FLUSHING OF ALL LINES PRIOR TO INSTALLATION OF SPRINKLERS AND EMITTERS IS
REQUIRED.
22. INSTALL ALL SPRINKLERS, EMITTERS, AND RELATED MATERIAL PER IRRIGATION SYSTEM
SPECIFICATIONS AND DETAILS.
23. INSTALL ALL ELECTRICAL JOINTS WITH 3-M WATERPROOF CONNECTORS.
24. ALL ELECTRICAL CONNECTIONS SHALL BE MADE AT THE REMOTE CONTROL VALVE
BOXES, CONTROLLER ENCLOSURES AND VALVE BOXES SPECIFICALLY FOR ELECTRICAL
CONNECTIONS.
25. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL WIRING FROM THE
CIRCUIT BREAKER AT THE 120 VOLT SOURCE LOCATION TO AUTOMATIC CONTROLLER.
26. ALL 120 VOLT VOLT POWER WIRE TO BE INSTALLED PER LOCAL CODE AND THE N.E.C.
27. INSTALL ALL VALVE WIRING IN MAINLINE TRENCH AS DETAILED.
28. INSTALL ALL REMOTE CONTROL VALVES AT HEIGHT INDICATED ON DETAILS, AS HIGH AS
POSSIBLE BUT ALLOWING CLEARANCE BETWEEN VALVE BOX LID AND FLOW CONTROL
HANDLE ON REMOTE CONTROL VALVE.
29. INSTALL ALL MAINLINE GATE VALVES IN A ROUND PLASTIC VALVE BOX PER DETAILS.
30. ALL PVC SOLVENT WELD FITTINGS SHALL BE LASCO OR APPROVED EQUAL.
31. THE MAINLINE, LATERAL PIPE, AND VALVES ARE SHOWN SCHEMATICALLY AND SHALL BE
INSTALLED WITHIN THE LANDSCAPE AREA OUT SIDE OF ROW AND PUE, ADJACENT TO
SIDEWALK OR CURB AND OFFSET 18" WHEREVER POSSIBLE.
32. SUPPLY THE FOLLOWING MATERIAL TO THE OWNER:
A) TWO WRENCHES FOR DISASSEMBLY AND ADJUSTING OF EACH TYPE OF SPRINKLER
HEAD AND VALVE SUPPLIED.
B) TWO KEYS FOR EACH OF THE CONTROLLERS.
C) TWO COUPLERS WITH MATCHING HOSE BIBBS AND SHUT-OFF VALVE.
D) TWO VALVE BOX KEYS.
33. ALL MAINLINE FITTINGS FOR PIPE 3" AND LARGER SHALL BE CAST OR DUCTILE IRON FOR
PVC; SCHEDULE 80 PVC FOR 2 1/2" AND SMALLER.
34. ALL MAINLINE PIPE SHALL BE A MINIMUM OF SCHEDULE 40.
35. SLEEVES SHALL BE A MINIMUM OF TWO TIMES THE DIAMETER OF THE LINE SIZE.
36. ALL MAINLINE AND IRRIGATION EQUIPMENT SHALL BE PLACED IN THE LANDSCAPED
AREAS.
37. CONTROLLER WIRES THAT ARE DIRECT BURIED SHALL BE #14 OR BETTER, BUNDLED OR
WRAPPED A MINIMUM OF EVERY TWELVE (12') FEET. DURING INSTALLATION WIRES SHALL
HAVE A 24" LOOP TIED IN ALL DIRECTION CHANGES GREATER THAT 30 DEGREES AND BE
UNTIED PRIOR TO TRENCH FILL IN.
38. DRIP SYSTEM FLUSH CAPS SHALL BE PLACED IN A VALVE BOX AT THE END OF ALL DRIP
LATERAL RUNS, AS DESCRIBED ON THE DRAWINGS.
39. ALL VALVES, PRESSURE REGULATORS AND OTHER DEVICES SHALL BE PLACED IN AN
APPROPRIATELY SIZED VALVE BOX WITH A MINIMUM OF TWO (2") INCHES OF PEA
GRAVEL.
40. PRIOR TO PLACING ANY IRRIGATION SYSTEM IN SERVICE, AN ARIZONA CERTIFIED BACK
FLOW DEVICE TESTER SHALL TEST THE BACK FLOW PREVENTION DEVICE AND GIVE A
COPY OF THE PASSED TEST RESULTS TO THE MARICOPA COUNTY INSPECTOR OR MAIL IT
TO THE MARICOPA COUNTY DEPARTMENT OF PUBLIC WORKS INSPECTION STATION.
41. AFTER INITIAL TESTING, ALL BACK FLOW DEVICES SHALL BE TESTED ANNUALLY.
42. BACK FLOW DEVICES SHALL BE A MINIMUM OF TWO (2') FEET FROM THE WATER METER
AND BE THE SAME SIZE AS THE METER SERVICE LINE.
43. ALL BACK FLOW PREVENTION DEVICES SHALL HAVE A MINIMUM 24"x36"x4" CLASS B
CONCRETE SLAB WITH PIPE SLEEVES. IF A SECURITY CAGE IS INSTALLED, CONCRETE SHALL
BE SIX (6") INCHES LARGER ON ALL SIDES THAN THE SECURITY CAGE.
44. ALL PIPE CROSSINGS IN THE RIGHT-OF-WAY SHALL BE MARKED ON EACH SIDE OF THE
CURB WITH A NON-DESTRUCTIBLE MARKING.
EL MIRAGE, AZ
HARDSCAPE GENERAL NOTES:
1.
FOOTINGS, WALLS AND FENCES SHALL BE PLACED OUTSIDE OF THE PUBLIC RIGHT-OF-WAY.
2.
REFER TO CIVIL PLANS PREPARED BY CMX FOR ALL INFORMATION REGARDING HORIZONTAL
AND VERTICAL CONTROLS.
3.
ALL DETAILS SHALL BE REVIEWED BY A STRUCTURAL ENGINEER AND MODIFIED (IF NECESSARY)
PRIOR TO CONSTRUCTION.
4.
ALL DIMENSIONS SHOWN ON THIS PLAN ARE BASED ON THE CIVIL PLAN SUBMITTED BY CMX.
SHOULD DISCREPANCIES OCCUR, FIELD REVISIONS SHALL BE REQUIRED.
5.
CONTRACTOR SHALL HAVE SIDEWALK SURVEYED AND STAKED FOR REVIEW BY THE LANDSCAPE
ARCHITECT PRIOR TO INSTALLATION.
6.
IN ADDITION TO SUBMITTING MATERIAL SAMPLES OF ALL SITE RELATED MATERIALS, THE
CONTRACTOR SHALL PREPARE A 4'X4' SAMPLE PANEL FOR EACH TYPE OF CONSTRUCTION, I.E.,
A) CONCRETE PAVERS, B) EXPOSED AGGREGATE PAVING, C) INTEGRAL COLORED CONCRETE,
ETC., FOR APPROVAL BY THE LANDSCAPE ARCHITECT AND OWNER'S AUTHORIZED
REPRESENTATIVE PRIOR TO FINAL CONSTRUCTION.
7.
UNLESS NOTED OTHERWISE ON CONSTRUCTION DOCUMENTS OR NOTED IN DETAILS, SIDEWALKS
SHALL BE 5'-0" WIDE, 4" THICK, 2500 PSI CONCRETE ON COMPACTED BASE WITH CONSTRUCTION
JOINTS AT 5'-0" ON CENTER AND EXPANSION JOINTS AT 20'-0" ON CENTER. SIDEWALKS SHALL
HAVE A MEDIUM BROOM, NON-SKID FINISH WITH 1/2" RADIUS TOOLED EDGES.
8.
RADIUS AT SIDEWALK INTERSECTIONS SHALL BE 5'-0" (TYPICAL), UNLESS NOTED OTHERWISE.
9.
CONTRACTOR SHALL LAYOUT AND VERIFY ALL HARDSCAPE ELEMENTS PRIOR TO
CONSTRUCTION FOR REVIEW BY THE LANDSCAPE ARCHITECT OR OWNER'S AUTHORIZED
REPRESENTATIVE. SHOULD DISCREPANCIES EXIST, CONTRACTOR SHALL NOTIFY THE LANDSCAPE
ARCHITECT OR OWNER'S AUTHORIZED REPRESENTATIVE BEFORE PROCEEDING FURTHER.
10.
CONTRACTOR SHALL CONSTRUCT A SAMPLE WALL W/ ALL MATERIALS COLORS AND FINISHES
AS NOTED IN THE WALL DETAILS. SAMPLE WALL SHALL BE REVIEW AND APPROVED BY THE
OWNER AND/OR THE LANDSCAPE ARCHITECT PRIOR TO PROJECT WIDE INSTALLATION.
11.
ALL DIMENSIONS ARE DRAWN TO CENTER LINE OF WALL, CONCRETE HEADER, SIDEWALK, ETC,
UNLESS NOTED OTHERWISE. DEMENSIONS TAKEN FROM CIVIL CURBS ARE TAKEN FROM THE
BACK OF CURB
HARDSCAPE GENERAL NOTES:
CITY OF EL MIRAGE GENERAL NOTES:
CONSULTANT TEAM
1. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST MARICOPA ASSOCIATION OF GOVERNMENTS, UNIFORM
STANDARD SPECIFICATIONS AND DETAILS FOR PUBLIC WORKS CONSTRUCTION (MAG). CITY OF EL MIRAGE GENERAL
NOTES AND DETAILS, CITY OF PEORIA INFRASTRUCTURE GUIDE AND STANDARD DETAILS WILL CONTINUE TO APPLY
WHERE SUCH DETAILS WERE NOT ADOPTED OR INCLUDED BY MAG. ALTERNATE DETAILS AND SPECIFICATIONS MAY BE
SUBMITTED FOR REVIEW AND ACCEPTANCE BY THE ENGINEERING DEPARTMENT. IF ACCEPTED, ALTERNATE DETAILS WILL
BE SHOWN AS PART OF THE APPROVED PLANS/DETAIL SHEETS.
2. THIS SET OF PLANS HAS BEEN REVIEWED FOR COMPLIANCE WITH CITY REQUIREMENTS PRIOR TO ISSUANCE OF
CONSTRUCTION PERMITS. HOWEVER, SUCH REVIEW SHALL NOT PREVENT THE CITY ENGINEER FROM REQUIRING
CORRECTION OF ERRORS OR OMISSIONS IN PLANS FOUND TO BE IN VIOLATION OF ANY LAW OR ORDINANCE.
3. APPROVAL BY THE CITY ENGINEER MEANS FOR GENERAL LAYOUT IN RIGHT-OF-WAY ONLY. THIS APPROVAL OF
CONSTRUCTION PLANS IS VALID FOR A PERIOD OF NINE (9) MONTHS. CONSTRUCTION PERMITS SHALL BE OBTAINED
WITHIN THIS PERIOD OR THE PLANS SHALL BE RESUBMITTED FOR APPROVAL. WORK SHALL ALSO BE CONTINUOUSLY
PURSUED IN ORDER TO MAINTAIN A VALID PLAN APPROVAL AND PERMIT. APPROVAL IS ONLY FOR WORK WITHIN THE
JURISDICTION OF THE CITY OF EL MIRAGE.
4. THE CITY ENGINEER DOES NOT WARRANT ANY QUANTITIES SHOWN ON THESE PLANS.
5. OFF-SITE PERMITS FOR ANY WORK WITHIN THE RIGHT-OF-WAY AND EASEMENTS, AND ANY GRADING AND DRAINAGE,
WHETHER ON-SITE OR OFF-SITE, ARE REQUIRED PRIOR TO COMMENCING WORK. THE BUILDING PERMIT SHALL NOT BE
CONSTRUED IN ANY WAY AS PERMISSION TO COMMENCE WORK COVERED BY AN OFF-SITE PERMIT. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER TO UNDERSTAND THE WORK COVERED BY VARIOUS PERMITS.
6. THE ENGINEERING DEPARTMENT, INSPECTION SECTION, SHALL BE NOTIFIED TWENTY-FOUR (24) HOURS PRIOR TO ANY
CONSTRUCTION WORK BY TELEPHONE AT (623) 876-2977. ANY WORK CONCEALED WITHOUT INSPECTION SHALL BE
SUBJECT TO REMOVAL AND REPLACEMENT AT THE CONTRACTOR'S/DEVELOPER'S EXPENSE.
7. AN APPROVED SET OF PLANS MUST BE AVAILABLE ON THE JOB SITE AT ALL TIMES. THE CONTRACTOR'S/DEVELOPER'S
REPRESENTATIVE (CAPABLE OF COMMUNICATING WITH THE CITY'S (REPRESENTATIVES) SHALL BE ON THE JOB AT ALL
TIMES THE WORK IS BEING PURSUED.
8. THE CONTRACTOR/DEVELOPER IS RESPONSIBLE TO PROVIDE EMERGENCY TELEPHONE NUMBERS TO THE CITY OF EL
MIRAGE AT TIME OF ISSUANCE OF OFF-SITE/ON-SITE PERMITS AND HAVE PERSONNEL AVAILABLE 24-HOURS A DAY TO
RESPOND TO EMERGENCIES. IF THE CITY IS REQUIRED TO RESPOND AND MAKE EMERGENCY REPAIRS ON BEHALF OF
THE CONTRACTOR/DEVELOPER, THE CONTRACTOR/DEVELOPER IS RESPONSIBLE TO REIMBURSE THE CITY FOR ALL
COSTS INCURRED.
9. IT SHALL BE THE RESPONSIBILITY OF THE PERMITTEE TO ARRANGE FOR THE RELOCATION AND RELOCATION COSTS OF
ALL UTILITIES, AND SUBMIT A UTILITY RELOCATION SCHEDULE PRIOR TO THE ISSUANCE OF A CONSTRUCTION PERMIT.
10.ALL UNDERGROUND TANKS REQUIRE A PERMIT FROM THE FIRE DEPARTMENT PRIOR TO REMOVAL.
11.THE PROCEDURES AND METHODS USED TO SAMPLE, TEST MATERIALS, AND REPORT TEST RESULTS WILL BE DETERMINED BY
THE ENGINEERING DEPARTMENT. FOR ALL PHASES OF CONSTRUCTION, THE TYPE, SCHEDULING, FREQUENCY AND
LOCATION OF ALL MATERIALS TESTING AND SAMPLING SHALL BE DETERMINED BY THE ENGINEERING DEPARTMENT. ALL
TEST RESULTS SHALL BE REPORTED DIRECTLY (IN WRITING) TO THE ENGINEERING DEPARTMENT. FOR EACH PHASE OF
CONSTRUCTION, TEST RESULTS (IN WRITING) MUST BE RECEIVED FROM THE TESTING LABORATORY, PRIOR TO THE START
OF THE NEXT PHASE OF CONSTRUCTION. ROCK CORRECTIONS ARE REQUIRED FOR EACH IN-PLACE DENSITY TEST.
NUCLEAR/SAND CONE CORRELATIONS ARE REQUIRED WITH ONE (1) SAND CONE TEST FOR EVERY TEN (10) NUCLEAR
DENSITY TESTS TAKEN ON-SITE. SEE CITY OF EL MIRAGE MATERIALS TESTING GUIDELINES FOR MORE INFORMATION.
12.THE EXCAVATING CONTRACTOR MUST GIVE LOCATION FOR WASTING EXCESS EXCAVATION AND A LETTER FROM THE
OWNER GIVING PERMISSION FOR DUMPING PRIOR TO STARTING ON-SITE CONSTRUCTION. DEVELOPER'S ENGINEER
SHALL SUBMIT CERTIFICATION OF CONSTRUCTION BUILDING PAD ELEVATIONS PRIOR TO CITY ACCEPTANCE OF
PROJECT.
13. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO VERIFY THE PRESENCE AND LOCATION OF ALL EXISTING
OVERHEAD AND/OR UNDERGROUND UTILITIES THAT MAY INTERFERE WITH THIS CONSTRUCTION, WHETHER OR NOT
SAID UTILITIES ARE SHOWN ON THE CONSTRUCTION PLANS FOR THIS PROJECT AND TO ADEQUATELY PROTECT AND
MAINTAIN ANY SUCH UTILITIES.
14.THE ENGINEERING DEPARTMENT DOES NOT ASSUME ANY LIABILITY FOR ERRORS OF LINE AND/OR GRADE ON ANY
STAKING WHICH HAS BEEN DISTURBED IN ANY WAY, NOR DOES THE ENGINEER ASSUME ANY LIABILITY FOR ERRORS OF
LINE AND/OR GRADE ON ANY STAKING THAT HAS BEEN IN PLACE FOR A PERIOD OF TWENTY-FOUR (24) HOURS OR
MORE WITHOUT THE COMMENCEMENT OF THE CONSTRUCTION FOR WHICH IT WAS SET.
15.THE CONTRACTOR SHALL CONTACT BLUE STAKE (602) 263-1100 PRIOR TO CONSTRUCTION. IT IS THE RESPONSIBILITY OF
THE CONTRACTOR TO MAINTAIN CURRENT BLUE STAKE MARKINGS THROUGHOUT CONSTRUCTION.
16.THE CONTRACTOR SHALL CONTACT THE CUSTOMER SERVICE DEPARTMENT AT 623-876-2966 OR 623-876-2967 TO
OBTAIN A FIRE HYDRANT METER FOR CONSTRUCTION AND TO SCHEDULE THE RELOCATION OF HYDRANT METERS.
CONTRACTORS SHALL NOT RELOCATE HYDRANT METERS THEMSELVES. THE CONTRACTOR SHALL INSTALL A SUPPORT
AND CERTIFIED BACKFLOW PREVENTOR AND SUBMIT THE CERTIFICATION TO THE CITY INSPECTOR PRIOR TO USE.
17.ALL CONTRACTORS/DEVELOPERS ARE RESPONSIBLE TO CONSTRUCT STABILIZED CONSTRUCTION ENTRANCES IN ORDER
TO REDUCE OR ELIMINATE THE TRACKING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAYS OR STREETS. GRAVEL
TRACK-OUT PADS SHALL MEET CURRENT MARICOPA COUNTY STANDARDS. THE CONTRACTOR/DEVELOPER SHALL
IMMEDIATELY REMOVE ANY SEDIMENT TRACKED ONTO PUBLIC RIGHTS OF-WAYS OR STREETS.
18.ALL DRAINAGE PROTECTIVE DEVICES SUCH AS SWALES, INTERCEPTION DITCHES, PIPES, PROTECTIVE BERMS, CONCRETE
CHANNELS OR OTHER MEASURES DESIGNED TO PROTECT IMPROVEMENTS, WHETHER EXISTING OR PROPOSED, FROM
RUNOFF OR DAMAGE FROM STORM WATER, MUST BE CONSTRUCTED PRIOR TO THE CONSTRUCTION OF ANY
IMPROVEMENTS.
19.TRAFFIC CONTROL SHALL CONFORM TO THE LATEST EDITIONS OF THE CITY OF PHOENIX TRAFFIC BARRICADE MANUAL,
MUTCD, AND THE CITY OF PEORIA INFRASTRUCTURE DEVELOPMENT GUIDELINES. THE CONTRACTOR SHALL SUBMIT A
TRAFFIC CONTROL PLAN PER THE PHOENIX TRAFFIC BARRICADE MANUAL. BARRICADES MUST BE CONTINUALLY
MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. IF ANY PART OF THE TRAFFIC CONTROL PLAN FALLS
WITHIN 300' OF A SIGNALIZED INTERSECTION, AN OFF-DUTY OFFICER WILL BE REQUIRED FOR TRAFFIC CONTROL. A
TRAFFIC CONTROL PLAN (TCP) SHALL BE SUBMITTED TO THE ENGINEERING DEPARTMENT AND ACCEPTED A MINIMUM
OF 48-HOURS PRIOR TO CONSTRUCTION. AN ACCEPTED TCP WILL BE STAMPED AND A COPY RETURNED TO THE
CONTRACTOR. A COPY OF THE ACCEPTED PLAN MUST REMAIN ON THE JOB SITE AT ALL TIMES.
20.ANY AND ALL OBSTRUCTIONS WITHIN THE RIGHTS-OF-WAY AND EASEMENTS SHALL BE REMOVED BEFORE ANY
CONSTRUCTION IS COMMENCED.
21.ALL CONTRACTORS/DEVELOPERS ARE RESPONSIBLE TO OBTAIN A NATIONAL POLLUTION DISCHARGE ELIMINATION
SYSTEM (NPDES) PERMIT IN ACCORDANCE WITH FEDERAL AND STATE REGULATIONS, INCLUDING NOTICE OF INTENT
(NOI), NOTICE OF TERMINATION (NOT), AND STORM WATER POLLUTION PREVENTION PLAN (SWPPP). A COPY OF THE
NOI AND SWPPP SHALL BE AVAILABLE ON THE JOB SITE AT ALL TIMES.
22.ALL CONTRACTORS/DEVELOPERS ARE RESPONSIBLE TO OBTAIN THE NECESSARY 401 AND 404 PERMITS. A COPY OF THE
PERMIT SHALL BE SUBMITTED TO THE CITY PRIOR TO APPROVAL OF THE GRADING AND DRAINAGE PLANS.
23. IT IS THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER TO OBTAIN ANY AND ALL OTHER PERMITS AND MEET
ANY REQUIREMENTS SET FORTH BY OTHER AGENCIES OR UTILITIES, WHICH HAVE JURISDICTION, AT THE
CONTRACTOR'S/DEVELOPER'S EXPENSE, INCLUDING OSHA. CONTRACTOR SHALL MEET OSHA STANDARDS FOR
TRENCH SAFETY.
24.AS A REMINDER, MARICOPA COUNTY ENVIRONMENTAL SERVICES DEPARTMENT HAS ASKED THE CITY TO INFORM ALL
CONTRACTORS/DEVELOPERS WORKING IN THE CITY OF EL MIRAGE OF THE FOLLOWING:
PER THE MARICOPA COUNTY AIR POLLUTION CONTROL RULES AND REGULATIONS ON EARTH MOVING
EQUIPMENT PERMITS, NO PERSON SHALL CAUSE OR PERMIT THE USE OF ANY POWER OR MECHANICAL
EQUIPMENT FOR COMMERCIAL PURPOSES TO CLEAR, EXCAVATE OR LEVEL LAND, INCLUDING BUT NOT LIMITED
TO BLASTING, DEMOLITION, ROAD AND STREET CONSTRUCTION, SWIMMING POOL EXCAVATING, TRENCHING,
VEGETATION REMOVAL, OR ENGAGE IN ANY OTHER EARTH MOVING ACTIVITIES WITHOUT FIRST OBTAINING A
PERMIT FROM THE MARICOPA COUNTY ENVIRONMENTAL SERVICES DEPARTMENT. THE PROPERTY OWNER, LESSEE,
DEVELOPER OR PRIME CONTRACTOR WILL BE RESPONSIBLE FOR ACQUIRING THE PERMIT.
ALSO AS A REMINDER, IF THE ABOVE REFERENCED DEVELOPMENT HAS WORK THAT NEEDS TO BE DONE IN THE
MARICOPA COUNTY RIGHTS-OF-WAY, PLEASE OBTAIN ALL PERMITS FROM THE MARICOPA COUNTY DEPARTMENT
OF TRANSPORTATION. THE OFF-SITE PERMITS ISSUED BY THE CITY OF EL MIRAGE DO NOT COVER THE MARICOPA
COUNTY RIGHTS-OF-WAY
25.FIRE ACCESS TO BE MAINTAINED DURING ALL PHASES OF CONSTRUCTION AS REQUIRED BY THE CITY OF EL MIRAGE FIRE
DEPARTMENT.
26. IT IS THE RESPONSIBILITY OF THE CONTRACTOR/DEVELOPER TO SCHEDULE WATER AND SEWER TESTING WITH THE CITY
INSPECTOR PER THE WATER AND SEWER GUIDELINES. NO TESTING SHALL BE ACCEPTED BY THE INSPECTOR UNTIL ALL
UNDERGROUND UTILITIES HAVE BEEN INSTALLED.
27.ANY EXISTING LANDSCAPING AND/OR IRRIGATION SYSTEM DISTURBED BY CONSTRUCTION SHALL BE REPLACED IN KIND
BY THE CONTRACTOR. THE CONTRACTOR SHALL CALL AND COORDINATE THIS WORK WITH THE CITY OF EL MIRAGE'S
PARKS SUPERVISOR AT 623-980-9404.
1.
SEE PLANTING SHEETS
CITY OF EL MIRAGE GENERAL
LANDSCAPE ANDIRRIGATION
NOTES:
1. ALL LANDSCAPE AND IRRIGATION INSTALLED WITHIN THE PUBLIC
RIGHT-OF-WAY OR OTHER CITY MAINTAINED AREAS SHALL BE
INSTALLED PER THE CITY’S SPECIFICATIONS. ALL LANDSCAPING
APPROVED AS A PART OF THE SITE PLAN PROCESS SHALL BE
INSTALLED PER THE APPROVED PLANS. ANY DEVIATIONS TO THE
APPROVED PLANS REQUIRE CITY APPROVAL.
2. PERMITS ARE REQUIRED FOR ELECTRICAL CONNECTIONS,
INCLUDING ELECTRIC METER INSTALLATION,BACKFLOW
PREVENTERS, AND WORK WITHIN THE CITY RIGHT-OF-WAY OR
CITY DEDICATED PROPERTY. THE CONTRACTOR IS RESPONSIBLE
FOR OBTAINING THESE PERMITS PRIOR TO THE COMMENCEMENT
OF ANY WORK.
3. ALL LANDSCAPE PROJECTS REQUIRING CITY MAINTENANCE OR
WITHIN THE CITY RIGHT-OF-WAY SHALL BE INSPECTED FOR THE
FOLLOWING:
A.
PLANT LOCATIONS: THESE LOCATIONS SHALL BE STAKED IN THE
FIELD WITH IDENTIFICATION AS TO TREES OR SHRUBS; OR HOLES
FOR THE PLANT MATERIALS MAY BE DUG WITH IDENTIFICATION
OFPLANT TYPE. USE OF THIS METHOD DOES NOT RELIEVE THE
CONTRACTOR OF ANY PLANT RELOCATIONS MADE BY THE
CITY.
B.
IRRIGATION INSTALLATION: INSPECTIONS SHALL BE MADE AT
THE POINT THE IRRIGATION SYSTEM IS INSTALLED. INSPECTIONS
OF THE PIPE DEPTH, AUTOMATIC VALVE INSTALLATION AND
EMITTER/SPRAY INSTALLATIONS WILL BE MADE.
C.
SUBSTANTIAL COMPLETION: AN INSPECTION AT COMPLETION
OF THE LANDSCAPE AND IRRIGATION INSTALLATION WILL BE
MADE. ANY DEFICIENCIES IN THE INSTALLATION WILL BE NOTED
AND CORRECTED BY THE CONTRACTOR DURING THE
MAINTENANCE PERIOD.
D.
FINAL ACCEPTANCE: A FINAL INSPECTION IS REQUIRED PRIOR
TO CITY ACCEPTANCE OF THE LANDSCAPE AND IRRIGATION
IMPROVEMENTS.
THE ABOVE INSPECTIONS REQUIRE A MINIMUM OF 48-HOURS
PRIOR NOTIFICATION TO THE CITY. CALL THE EL MIRAGE
COMMUNITY DEVELOPMENT DEPARTMENT AT (623) 876-2996
AND LEAVE A MESSAGE INCLUDING THE SUBDIVISION, LOCATION
AND TYPE OF INSPECTION TO ARRANGE FOR THESE INSPECTIONS.
4. SEPARATE INSPECTIONS ARE REQUIRED FOR THE BACKFLOW
PREVENTER AND ELECTRICAL CONNECTIONS. PLEASE CALL FIRE,
BUILDING & LIFE SAFETY AT (623) 876-2979 A MINIMUM OF
24-HOURS PRIOR TO ARRANGE FOR THESE INSPECTIONS.
5. LANDSCAPE AND IRRIGATION, WHICH IS INSTALLED ON PRIVATE
PROPERTY IN CONJUNCTION WITH A CITY APPROVED SITE PLAN,
WILL BE INSPECTED BY THE COMMUNITY DEVELOPMENT
DEPARTMENT FOR CONFORMANCE TO THE APPROVED SITE PLAN
PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
6. THE LANDSCAPE AND IRRIGATION FOR THIS PROJECT WILL BE
MAINTAINED BY THE HOMEOWNERS ASSOCIATION (HOA) PER
THE APPROVED PLANS. IF NO HOA EXISTS, THE PROPERTY OWNER
SHALL BE RESPONSIBLE.
7. ALL CITY MAINTAINED PROJECTS REQUIRE A 90-DAY
MAINTENANCE PERIOD TO BEGIN AT THE DATE OF SUBSTANTIAL
COMPLETION AS DETERMINED BY THE CITY.
8. RIGHT-OF WAY AND CITY MAINTAINED AREAS REQUIRE SEPARATE
WATER METER CONNECTIONS. RIGHTOF-WAY AREAS
DESIGNATED FOR MAINTENANCE BY THE ADJACENT PROPERTY
OWNERS FOR COMMERCIAL, INDUSTRIAL AND MULTI-FAMILY
DEVELOPMENTS SHALL HAVE THE RIGHT-OF-WAY IRRIGATION
ISOLATED OR SEPARATED FROM THE ON-SITE IRRIGATION SYSTEM.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION,
COST AND REQUIRED PERMIT FEES FOR THE WATER METER(S)
DESIGNATED TO SERVE THE IRRIGATION SYSTEM.
10. ALL PLANTINGS AT MATURITY SHALL MAINTAIN A MINIMUM 6'-0"
CLEARANCE AROUND ALL FIRE HYDRANTS AND FIRE
SUPPRESSION DEVICES.
11.PLANTINGS SHALL NOT INTERFERE WITH ANY TRAFFIC CONTROL
SIGNS AND SHALL MAINTAIN A MAXIMUM HEIGHT OF 24" WITHIN
ANY SIGHT DISTANCE TRIANGLES.
12.INSTALLATION OF THE LANDSCAPE AND IRRIGATION SYSTEM
INCLUDING ADDITION OF GROUND PLANT MATERIALS SHALL NOT
IMPEDE THE FLOW OF DESIGNED DRAINAGE FACILITIES NOR
DECREASE THE DESIGN VOLUME OF ANY DETENTION/RETENTION
BASINS.
13. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND
PROTECTION OF ALL UNDERGROUND UTILITIES DURING THE
LANDSCAPE AND IRRIGATION INSTALLATION.
14. ALL TREES SHALL MAINTAIN A MINIMUM OF 6'-0" CLEARANCE
FROM ANY CITY WATER OR SEWER LINE. ALL PLANTINGS SHALL
MAINTAIN A SUFFICIENT DISTANCE TO ANY SANITARY AND STORM
SEWER MANHOLES TO ALLOW ACCESS BY MAINTENANCE
VEHICLES.
15. A SWALE A MINIMUM OF 6" IN DEPTH SHALL BE PROVIDED IN AL
LANDSCAPE AREAS WITHIN THE CITY RIGHT-OF-WAY TO
PROMOTE WATER HARVESTING.
16. ALL PLANTING AREAS (EXCEPT TURF AREAS) TO BE MAINTAINED
BY THE CITY SHALL BE TREATED WITH A PRE-EMERGENT HERBICIDE
BY A LICENSED APPLICATOR PRIOR TO AND AFTER THE
PLACEMENT OF THE DECOMPOSED GRANITE, RIVER ROCK ETC.
PRODUCT LABELS AND APPLICATION DOCUMENTATION WILL BE
REQUIRED PRIOR TO ACCEPTANCE OF THE LANDSCAPING BY THE
CITY.
17. AS-BUILT DRAWINGS OF THE LANDSCAPE AND IRRIGATION
SYSTEM ARE REQUIRED PRIOR TO ACCEPTANCE BY THE CITY AND
FOR PROJECTS WITHIN THE CITY RIGHT-OF-WAY OR CITY OWNED
PROPERTY. THE ASBUILT DRAWINGS SHALL SHOW THE LOCATIONS
OF ALL PLANTINGS AND THE DIMENSIONS TO FIXED POINTS OF
ALL IRRIGATION EQUIPMENT, PIPING, ETC. THE AS-BUILT
DRAWINGS MUST BE SUBMITTED ON A CD THAT CONTAINS PDFS
OF ALL PLAN SHEETS.
PHX81
GREEY | PICKETT
7144 E. STETSON DRIVE
SUITE 205
SCOTTSDALE, AZ 85250
PHONE: (480) 609-0009
FAX: (480) 609-0068
CONTACT: RICHARD GEHRKE
LANDSCAPE ARCHITECT:
ANGULAR GRANITE RIP-RAP
1.
INSTALL GRANITE RIP-RAP IN ALL DRAINAGE SWALES, AND WHERE INDICATED ON PLANS (TYPICAL). REFER
TO MATERIALS SCHEDULE / PLANTING LEGEND FOR COLOR AND SIZE OF GRANITE RIP-RAP.
2.
THE CONTRACTOR SHALL SUBMIT SAMPLES TO LANDSCAPE ARCHITECT FOR REVIEW AND APPROVAL
PRIOR TO INSTALLATION.
3.
THE CONTRACTOR SHALL REFER TO CIVIL PLANS FOR ADDITIONAL INFORMATION.
DECOMPOSED GRANITE
1.
DECOMPOSED GRANITE IS REQUIRED IN ALL PLANTING AREAS, EXCEPT AREAS OF TURF AND GRANITE
RIP-RAP, AND SHALL EXTEND UNDER PLANT MATERIAL UNLESS NOTED OTHERWISE ON PLANS. REFER TO
MATERIALS SCHEDULE / PLANTING LEGEND.
2.
ALL PLANTING AREAS SHALL RECEIVE A 2" MINIMUM LAYER OF DECOMPOSED GRANITE, THROUGHOUT
(TYPICAL).
3.
CONTRACTOR SHALL SUBMIT SAMPLES TO LANDSCAPE ARCHITECT FOR REVIEW AND APPROVAL PRIOR
TO INSTALLATION.
PHX81-L-A-00-0
COVER SHEET
PLANTING PLAN
L-A-00-0
L-B-01-0
01
02
SHEET #
PAGE #
AZ STATE ROUTE 303
W OLIVE AVENUE
N DYSART RD
W. PEORIA AVE
W. OLIVE AVE
NORTHERN PKWY
W. NORTHERN AVE
E. CACTUS RD
W. GLENDALE AVE
W. BETHANY HOME RD.
N. COTTON LN
N. SARIVAL RD
N. BULLARD AVE
N. LITCHFIELD RD
N. DYSART RD
N. EL MIRAGE RD
LUKE AIR
FORCE BASE
GRADING IRRIGATION NOTES:
AS-BUILT CERTIFICATION:
I HEREBY CERTIFY THAT THE "RECORD DRAWING" MEASUREMENTS AS SHOWN HEREON
WERE MADE UNDER MY SUPERVISION OR NOTED AND ARE CORRECT TO THE BEST OF MY
KNOWLEDGE AND BELIEF.
REGISTERED LAND SURVEYOR/ ENGINEER DATE
CITY OF EL MIRAGE APPROVALS:
THIS SET OF PLANS HAS BEEN REVIEWED FOR COMPLIANCE WITH CITY REQUIREMENTS PRIOR
TO ISSUANCE OF PERMITS. THE CITY NEITHER ACCEPTS NOR ASSUMES ANY LIABILITY FOR
ERRORS OR OMISSIONS. THE COMPLIANCE APPROVAL SHALL NOT PREVENT THE CITY
ENGINEER FROM REQUIRING CORRECTIONS OF ERRORS OR OMISSIONS IN PLANS FOUND
TO BE IN VIOLATION OF LAW OR ORDINANCES.
CITY OF EL MIRAGE ENGINEER DATE
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
10/02/2021 11:18:09 AM 00-Cover.dwg jrizo
MICROSOFT CONFIDENTIAL
-
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
Portland, OR, 97201
2020 SW Fourth Avenue, Suite 300,
D3127040
0
SITE PLAN AMENDMENT - IFP
02/12/2021
R. GEHRKE
TEAM
R. GEHRKE
PHX81
DATA CENTER
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GEHRKE
RICHARD D.
50868
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EL MIRAGE, AZ 85335
N OLIVE AVE &
N DYSART RD
Samantha Biscottini
Carlos Elarmo
Jeremy Taylor
Adam McKnight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
Chavon Grande
KEEP CLEAR
SLOW
ENTRY
EXIT
KEEP CLEAR
SLOW
KEEP CLEAR
KEEP CLEAR
SLOW
STOP
STOP
SLOW
VISITOR
EMPLOYEE
STOP
EXIT
SLOW
KEEP CLEAR
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
KEEP CLEAR
KEEP CLEAR
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SLOW
EXIT
SLOW
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L-B-01-0
LANDSCAPE
COVER
F
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3
3
w
OS
OS
3
w
F
F
EWSD
EWSD
EWSD
FEPS
FEPS
VFZ
FEPS
HLI
HLI
BATT
EWSDFEPS
F
EWSD
FEPS
F
3
TS
WF
PS
FACP
F
R
R
n
T
R
R FME
FAP
F
SER
81-015
FCR
81-014
OFFICE A
81-020
OFFICE B
81-021
OPEN OFFICE
81-019
CONFERENCE
81-017
BREAK ROOM
81-016
CE SHOP
81-013
LOBBY
81-001
ER 2
81-024
GENERAL
STORAGE
81-012
FIRE RISER A
81-026
ELEC
81-018
CORRIDOR
81-022
TOILET
81-002
JANITOR
81-003
HIGH-VALUE
STORAGE
81-007
SECURE
STORAGE
81-006
RECEIVING
STAGING
81-004
VESTIBULE
81-000
CABLE
STORAGE
81-005
ASSET
MANAGEMENT
81-008
TOILET
81-011
LOADING DOCK
81-009
COMPACTOR
ROOM
81-010
P L A N T L E G E N D
Plant Name
Sym.
Remarks
Qty
Size
Asclepias subulata
Desert Milkweed
33
5 gal.
-
Agave perryi
Parry's Agave
41
5 gal.
-
Euphorbia antisyphilitica
Candelilla
30
5 gal.
-
Opuntia violacea santa-rita
Purple Prickley Pear
7
15 gal.
-
Opuntia engelmannii
Engelmann's Prickley Pear
9
5 gal.
-
Opuntia basilaris
Beavertail Prickley Pear
4
5 gal.
-
Justicia californica
Chuparosa
5
5 gal.
-
Encelia farinosa
Brittlebush
14
5 gal.
-
Ericameria laricifolia
Turpentine Bush
32
5 gal.
-
Chrysactinia mexicana
Damianita
49
5 gal.
-
Sphaeralcea ambigua
Globe Mallow
34
5 gal.
-
Justicia californica 'Yellow'
Yellow Chuparosa
14
5 gal.
-
Viguiera deltoidea
Goldeneye
32
5 gal.
-
Leucophyllum laevigatum
Chihuahuan Sage
12
5 gal.
-
Leucophyllum frutescens 'Green Cloud'
Green Cloud Sage
11
5 gal.
-
Leucophyllum zygophyllum
Blue Ranger
43
5 gal.
-
Salvia clevelandii
Chaparral Sage
5
5 gal.
-
Shrubs
Groundcovers
Accents
Trees
Olney tesota
Ironwood
8
24" box
-
Chilopsis linearis
Desert Willow
8
24" box
-
Prosopis velutina
Native Mesquite
6
24" box
-
Larrea tridentata
Creosote
14
5 gal.
-
Simmondsia chinensis
Jojoba
12
5 gal.
-
Carnegiea gigantea
Saguaro
6
2' min.
-
Fouquieria splendens
Ocotillo
9
bare root
-
3/4" DESERT GOLD DECOMPOSED GRANITE.
2" DEPTH MINIMUM.
I N E R T S
Description
Sym.
Caesalpinia cacalaco
Cascalote
9
24" box
-
Echinocactus grusonii
Golden Barrel Cactus
48
10" diam.
-
Hesperaloe parviflora-red
Red Hesperaloe
47
5 gal.
-
Yucca baccata
Banana Yucca
5
5 gal.
-
Yucca elata
Soaptree Yucca
3
5 gal.
-
1. ALL PLANTS SHALL BE WATERED WITH AUTOMATIC
DRIP IRRIGATION SYSTEM.
2. ALL LANDSCAPE AREAS EXCLUDING TURF TO BE
COVERED WITH CRUSHED ROCK.
3. LANDSCAPE ARCHITECT TO APPROVE FINAL
GRADING. PLANTING SHALL NOT OCCUR UNTIL FINAL
GRADING IS APPROVED.
4. ALL SHRUBS TO BE PLANTED 3'-0" MINIMUM AWAY
FROM EXISTING OR FUTURE WALLS.
5. ALL TREES TO BE PLANTED 5'-0" MINIMUM AWAY FROM
EXISTING OR FUTURE WALLS.
6. WHERE POSSIBLE, ALL TREES AND SHRUBS TO BE
PLANTED 2'-0" MINIMUM AWAY FROM WALKS AND
CURBS.
7. PLANT MATERIAL SHALL BE ADJUSTED IN FIELD TO
AVOID TREE ROOT BALLS.
N O T E S :
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
Jacobs Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
Design Team
Registration
Date
Date
Date
10/02/2021 11:29:41 AM 03-Planting.dwg jrizo
MICROSOFT CONFIDENTIAL
-
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
Portland, OR, 97201
2020 SW Fourth Avenue, Suite 300,
D3127040
0
SITE PLAN AMENDMENT - IFP
02/12/2021
R. GEHRKE
TEAM
R. GEHRKE
PHX81
DATA CENTER
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GEHRKE
RICHARD D.
50868
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SCALE: NTS
KEY MAP
W OLIVE AVENUE
N DYSART RD
p
KEEP CLEAR
SLOW
ENTRY
EXIT
KEEP CLEAR
SLOW
KEEP CLEAR
KEEP CLEAR
SLOW
STOP
STOP
SLOW
VISITOR
EMPLOYEE
STOP
EXIT
SLOW
KEEP CLEAR
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
EL MIRAGE, AZ 85335
N OLIVE AVE &
N DYSART RD
Samantha Biscottini
Carlos Elarmo
Jeremy Taylor
Adam McKnight
Pete Bretzke
Dan Schaeffer & Sandra Suskic
Chavon Grande
0'
Scale:
60'
40'
20'
1" = 20'-0"
PHX81-L-B-01-0
LIMIT OF WORK
LIMIT OF WORK
LIMIT OF WORK
LIMIT OF WORK
PHX81
L-B-01-0
PLANTING PLAN
The Green Way Environmental Group
01-18-0240
APPENDIX A
REPRESENTATIVE SITE PHOTOGRAPHS
View to the south along Dysart Road (west site
boundary) from the NWC of the subject property.
View to the east along West Olive Avenue (north site
boundary) from the NWC of the subject property.
View to the southwest across the site from the middle of
the northern site bundary of the subject property.
View to the southeast across the site from the NWC of
the subject property.
View to the northeast of the north adjoining agricultural
land from the NWC of the subject property.
View to the south along the irrigation canal running north
to south in the middle of the subject property.
View of the irrigation supply well and pump located
along the northern site boundary just east of the NWC of
the subject property.
View to the southwest of the west adjoining RV & Boat
Storage business, from the NWC the subject property.
View of the irrigation piping near the NWC of the
subject property.
View to the south along the eastern site boundary from
the NEC of the subject property.
View to the northwest of the north adjoining farmland
across West Olive Avenue from the NWC of the subject
property.
View to the southeast of the east adjoining property from
the central portion of the eastern site boundary.
View to the southeast across the northeast portion of the
subject property.
View to the west along the northern site boundary from
the NEC of the subject property.
View to the southwest from the central portion of the
eastern site boundary.
View to the north across West Olive Avenue from the
central portion of the north site boundary.
View to the southwest across the site from the NEC of
the subject property.
View to the east along West Olive Avenue from the NEC
of the subject property.
View of a water standpipe in the central portion of the
site from the central portion of the subject property.
View of standing water on the eastern adjoining Master
Block property from near the east site boundary.
View of standing water on the eastern adjoining Master
Block property from near the east site boundary.
View to the west along the southern site boundary, from
near the SEC of the subject property.
View to the northwest across the site, from near the SEC
of the subject property.
View near the eastern adjoining Dakota Fabricating from
near the central portion of the subject property.
View of the eastern adjoining Master Block facility, from
near the SEC of the subject property.Central Portion of
the site.
View to the west along the central portion of the site,
from near the eastern site boundary.
View to the southwest of the southern adjoining
farmland, from near the SEC of the subject property.
View to the south along the irrigation canal in the central
portion of the subject property.
View to the northwest across the NW portion of the site,
from the central portion of the subject property.
View to the east from the central portion of the subject
property.
View of the east adjoining property from the SEC of the
subject property.
View to the west from the central portion of the subject
property.
View to the northeast from the central portion of the
subject property.
View to the north along the eastern site boundary, from
near the SEC of the subject property.
View to the southwest from the central portion of the
subject property.
View to the north from the central portion of the subject
property.
View to the north along the western site boundary, from
near the SWC of the subject property.
View to the northwest of the west adjoining property
across Dysart Road, from near the SWC of the subject
property.
View to the east along the southern site boundary, from
near the SWC of the subject property.
View to the southwest from the central portion of the
subject property.
View to the northeast across the site, from near the SWC
of the subject property.
101 North First Avenue
Suite 2600
Phoenix, AZ
602.253.1200
602.253.1202
www.jacobs.com
Jacobs Engineering Group Inc.
Enter Document No. via Document Properties
February 17, 2021
Attention: Mr. Bryce Christo
City of El Mirage
10000 N. El Mirage Road
El Mirage, AZ 85335
Subject: PHX 81 Data Center: Traffic Statement
Dear Mr. Christo
In November 2019, a Traffic Impact Study (TIS) was submitted to the City of El Mirage by Jacobs,
Inc. The study detailed the potential traffic impacts of the first of five proposed data center
buildings called Lightspeed PHX 80 Data Campus located on the southeast corner of the Olive
Avenue and Dysart Road intersection. Phase 1 consisted of 244,440 square foot of data center to
be constructed by the end of 2021. At the time of that report, future phases of the proposed
development were not known and therefore not included in the traffic review.
Phase 2 (Addition of PHX 81) of the campus is now being planned for development on the same
parcel. Phase 2 will consist of one additional 244,440 square foot data center building. Below is a
table summarizing the estimated trips generated by Phase 1 and 2 of the data center.
Land Use
Units
Size
Daily
AM Peak
PM Peak
In
Out
Total
In
Out
Total
Phase 1
Data Center
1000 SF
244
241
15
12
27
7
15
22
Phase 2
Data Center
1000 SF
244
241
15
12
27
7
15
22
TOTAL
488
482
30
24
54
14
30
44
Phase 2 is estimated to generate an additional 241 daily, 27 AM Peak hour, and 22 PM Peak hour
trips. Once Phase 2 is complete the entire site is estimated to generate 482 daily, 54 AM Peak hour,
and 44 PM peak hour trips.
A revision to the previously submitted PHX 80 TIS (Nov. 2019) will be completed detailing any
impacts due to Phase 2 of the proposed data center. The revision will be submitted to the City with
Building and Engineering plans for permit.
Regards,
Mike Heugh, PE
Traffic Engineer
720.286.5456
michael.heugh@jacobs.com
PHX 80-81
City of El Mirage
Sewer Report
Project No:
D3127025
Document Title:
Sewer Report
Revision:
0
Date:
February 18, 2021
James Wang
Jacobs Engineering Group Inc.
2525 Airpark Drive
Redding, California 96001-2443
530.243.5831
Adam McKnight
Microsoft Corporation
1 Microsoft Way
Redmond, WA 98052
425.703.6526
© Copyright 2018 Jacobs Engineering Group Inc. The concepts and information contained in this document are the property of Jacobs. Use or
copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.
Limitation: This document has been prepared on behalf of, and for the exclusive use of Jacobs’ client, and is subject to, and issued in accordance with, the
provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance
upon, this document by any third party.
Sewer Report
ii
Contents
Executive Summary .............................................................................................................................................. 1
1.
Introduction ............................................................................................................................................... 2
2.
Projected Wastewater Flows ................................................................................................................... 3
2.1
Clear Water Discharge ................................................................................................................................ 3
3.
Existing Sewer System............................................................................................................................. 5
4.
System Improvements .............................................................................................................................. 6
5.
Lift Station Models and Design ............................................................................................................... 7
5.1
CWD Lift Station Analysis ........................................................................................................................... 7
5.2
SAN Lift Station Analysis ............................................................................................................................ 7
6.
Conclusion ................................................................................................................................................ 8
Appendix A. Vicinity Map
Appendix B. Discharge Calculations
Appendix C. Lift Station Calculations
Sewer Report
1
Executive Summary
This Sewer Report is prepared for the City of El Mirage for the PHX 80-81 project. The project is in the City of El
Mirage and will utilize sanitary sewer infrastructure that is managed by the city. The project is for the
construction of a second datacenter (PHX 81), in addition to an existing datacenter (PHX 80), with full buildout of
up to five datacenters in future phases.
This report summarizes the result of a sewer flow model that demonstrates the connection of two lift stations for
clear water and sanitary sewer flows for one new building. The lift stations will pump to respective force mains
and connect to existing city infrastructure.
Peak CWD flows from PHX 80 and PHX 81 will exceed the capacity of the existing CWD lift station.
Sewer Report
2
1.
Introduction
The purpose of this report is to detail the additional flows the proposed PHX 80-81 project will convey to the
existing sewer conveyance infrastructure managed by the city of El Mirage. The site is located within the City of
El Mirage, AZ, and encompasses approximately 150 acres. The project site is bounded by W Olive Ave to the
north and N Dysart Rd to the west.
One new data center building will be constructed as part of the project, addition to an existing datacenter
building, with future expansion to up to five buildings. The first phase of the project involved the construction of
on-site utilities to serve a single building, the construction of two lift stations, one for clear water discharge
(CWD) and one for sanitary sewer discharge (SAN), and the construction of two force mains that connected to
an existing sewer main.
Sewer Report
3
2.
Projected Wastewater Flows
The primary discharge from the data center is from the air handling units (AHUs) that cool the buildings. There
will also be minor discharge from domestic use.
2.1
Clear Water Discharge
Each of the buildings will be cooled by air handling units (AHUs) that require cooling water when the ambient air
temperature rises above 85° F. Each AHU has a 130 gallon (gal) sump that is filled using clear water supplied
by the City of El Mirage.
At temperatures above 85° F, the AHUs will use the product water stored in the 130-gal sump. The water is
cycled through the AHU and evaporates or is purged (blown down) when a sensor that detects conductivity of
the water recirculating between the basin and evaporative media exceeds a certain threshold. Blown down
water will enter the city sewer system through on-site clear water drain (CWD) piping and is replaced in the unit
with additional clear water. The difference between the conductivity of the clear water and the conductivity at the
point of blowdown is referred to as the cycles of concentration (COC), which is a function of the water chemistry
of the clear water. The COC determines the ratio of blowdown to clear water and thus the amount of blowdown
discharged to the sewer system. Based on the target conductivity of the clear water, the COC within the AHUs
will be set to 2.
As water is evaporated and blowdown occurs, the AHU sump is refilled with clear water. PHX 80 and PHX 81
have different basin fill and makeup flow rates due to different IT loads. The volume of water consumed by each
datacenter was determined using BIN weather hourly temperature data for Phoenix, AZ. Factors including dry
bulb and wet bulb temperatures, humidity ratio, and discharge temperature were used to calculate the water
consumed by the AHUs to perform evaporative cooling. Overall, the volume of water discharged from the AHUs
will be 50% of the volume of water consumed for evaporative cooling. Detailed calculations and data tables are
included in Appendix B.
AHU operation does not introduce any salt waste into the flow stream. As a result, brine concentrations are not a
concern and the water discharged from the AHUs does not require supplemental treatment.
The AHUs will purge water to CWD piping that is collected at an on-site lift station. The lift station will pump the
CWD to an off-site main on W Olive Ave.
A single data center building will have 160 AHUs. In normal operation, the maximum hourly instantaneous
discharge for PHX 80 will be 348.8 gpm and for PHX 81 will be 374.8 gpm. Assuming a worst-case condition
where all AHUs in both buildings are blowing down simultaneously, the peak discharge for PHX 80 will be 421.6
gpm and 542.4 gpm for PHX 81. The maximum blowdown scenario is unlikely but will last for duration of AHU
blowdown, which will discharge a total of 20,944 gal for each building.
The projected instantaneous CWD flows for an average day and max day are presented by phase in Table 1.
Table 1: Instantaneous CWD by Phase
Discharge Type
Max Hourly Average
(gpm)
Max Blowdown (gpm)
PHX 80
348.6
421.6
PHX 81
374.8
542.4
Total (PHX 80 + PHX 81)
723.6
964
Sewer Report
4
The breakdown of total discharge volume across average and max days is presented in Table 2.
Table 2: Total CWD Discharge Volumes
Building
Average Day Volume
(gal/day)
Total Annual Volume
(gal/yr)
PHX 80
348,808
30,965,725
PHX 81
375,100
33,279,306
Total (PHX 80 + PHX 81)
723,908
64,245,031
2.2
Sanitary Sewer Discharge
In addition to discharge from the AHUs, each building is expected to have an additional sanitary sewer (SAN)
discharge of 328 gallons per day from domestic use. This is based upon an anticipated occupancy of 64 people
and 260 annual working days. SAN flows will be collected at an on-site lift station. The lift station will pump the
SAN to an off-site main on W Olive Ave. Detailed calculations are shown in Appendix B.
The breakdown of total discharge volumes for an average day and annually is presented in Table 3.
Table 3: Total SAN Discharge Volumes
Building
Average Day Volume
(gal/day)
Total Annual Volume
(gal/yr)
PHX 80
328
85,280
PHX 81
328
85,280
Total (PHX 80 + PHX 81)
685
178,100
Sewer Report
5
3.
Existing Sewer System
No off-site system for CWD or SAN currently exists near the project. The nearest existing sewer manhole is
approximately 2200 ft away from the project site to the east in Olive Avenue. The City has indicated that existing
infrastructure is capable of handling CWD and SAN flows for the first phase of the project.
Sewer Report
6
4.
System Improvements
Industrial water will discharge to CWD piping and domestic water will discharge to Sanitary Sewer (SAN) piping.
The two piping systems remain separate and each flow to separate lift stations on the eastern side of the project
site. Flows from the two lift stations will be conveyed via separate force mains, a 4-inch SAN force main, and 8-
inch CWD force main, that connect to an existing City of El Mirage sewer main along W Olive Ave. The two lift
stations will be vendor package systems that are pre-engineered and sized appropriately for the respective
CWD and SAN flows. The wet wells will be equipped with level sensors that will trigger an audio-visual alarm at
the lift station and control center if fluid levels are excessively low or high.
Peak CWD flows from PHX 80 and PHX 81 will exceed the capacity of the existing CWD lift station.
Improvements to the existing CWD lift station or expansion of CWD pumping capacity are required to handle
peak flows from PHX 80 and PHX 81.
Sewer Report
7
5.
Lift Station Models and Design
The lift station models were developed using AFT Fathom 10 Software.
The following assumptions were made:
x
The Hazen-Williams equation was used to calculated hydraulic losses, with a C value of 130.
x
Only flows from PHX 80 and PHX 81 are considered for CWD and SAN flow rates.
x
The force main design is preliminary and is subject to change.
x
The lift stations will each contain two constant speed pumps, in duty/standby configuration, that will
operate based on the water level inside the pump stations.
x
The lift stations will include all appropriate valves on the discharge piping (gate valves, check valves, air
release valves).
x
Valves and discharge piping for the CWD lift station will be above ground on a concrete pad.
x
Valves and discharge piping for the SAN lift station will be in an underground vault.
5.1
CWD Lift Station Analysis
The CWD lift station pumps have a design flow rate of 843 gpm, which provides capacity for twice the projected
maximum CWD discharge rate from a single building. This allows for a pump cycle time of 5 minutes at the
highest flow condition. The pumps discharge to an 8-inch force main at a velocity of 5.1 ft/sec.
Detailed lift station sizing and flow calculations are included in Appendix C.
The CWD lift station was designed to accommodate flows from PHX 80 only. The combined peak blowdown
flows from PHX 80 and PHX 81 creates CWD a CWD flow rate of 964 gpm, which exceeds the design flow of a
single CWD pump. Improvements to the existing CWD lift station or an additional lift station are required to the
new peak flow.
5.2
SAN Lift Station Analysis
The SAN lift station pumps will each have a design flow rate of 170 gpm. Generally, SAN flow rates are
expected to be very low. A projected daily discharge volume of 328 gallons for each building, for a total of 656
gallons, will activate the pumps to cycle twice in a 24-hour period. An air mixing system will be included with the
SAN lift station to prevent the retained sewage from becoming septic. The air mixing system will not run while
the pumps are in operation.
The pumps will discharge to a 4-inch force main with a velocity of 4.2 ft/sec.
Detailed lift station sizing and flow calculations are included in Appendix C.
Sewer Report
8
6.
Conclusion
The design of the lift stations only considered the first phase of the project, which included flows for PHX 80
only. The existing CWD lift station will require improvements to ensure peak flows from both PHX 80 and PHX
81 can be handled. The SAN lift station is capable of pumping flows from both PHX 80 and PHX 81 without
requiring additional improvements.
Sewer Report
Appendix A. Vicinity Map
Sewer Report
Appendix B. Discharge Calculations
B.1
Industrial Water
AHU Performance Parameters:
Parameter
PHX 80
PHX 81
Evpaporative Media:
Silent Aire
Silent Aire
Saturation Efficiency:
0.93
0.93
Air Pressure (PSIa)
14.12
14.12
Air Flow Rate (CFM)
37266.00
40075.00
Air Density (lb/cu ft)
0.0667
0.0667
Basin Volume (gal)
130.90
130.90
Target SA Temp (F)
85
85
Target SA RH
0.1
0.1
AHUs per Bldg (ea)
160
160
COC
2.0
2.0
Blowdown Ratio
1
1
Max Fill Rate (gpm)
5.27
6.79
Max Discharge Rate (gpm)
2.63
3.39
Water Discharge:
Building
PHX 80
PHX 81
Annual Water Discharge (gal)
30965725.4 33279306.5
Max AHU Evap (GPH)
130.7
140.5
Max COLO Evap (GPH)
4182.3
4497.6
Max Evap (GPH)
20911.7
22487.9
Max humidification (GPH)
3853.2
4143.7
Max Instantaneous Discharge (Blowdown):
Building
GPM/AHU
8 AHUs/Cell
4 Cells/Colo
5 Colos/Bldg
PHX 80
2.635
21.08
84.32
421.6
PHX 81
3.39
27.12
108.48
542.4
Total (gpm)
964.0
Max Instantaneous Discharge (Blowdown) by Colo Online:
Building
Colo 1 (gpm)
Colo 2 (gpm)
Colo 3 (gpm)
Colo 4 (gpm)
Colo 5 (gpm)
PHX 80
84.32
168.64
252.96
337.28
421.6
PHX 81
108.48
216.96
325.44
433.92
542.4
Total (gpm)
964.0
Sewer Report
B.2
Domestic Water Demand and Discharge
Non-residential Buildings
Baseline Case: change occupant values to reflect anticipated occupancy
Fixture Type
Consumption
Daily
Uses
Duration
Occupants
Daily Water Use (gal)
1.6 gpf toilet - male
(gallons per flush)
1.6
1
1
32
51
1.6 gpf toilet - female
(gallons per flush)
1.6
3
1
32
154
1.0 gpf urinal - male
(gallons per flush)
1
2
1
32
64
Commercial Lavatory
Faucet - 0.5 gpm
0.5
3
0.25
64
24
Kitchen sink - 2.2 gpm
2.2
1
0.25
64
35
Showerhead - 2.5 gpm
2.5
0.1
8
0
-
Total Daily
Volume
328
Annual Work
Days
260
Total Annual
Usage
85,280
Sewer Report
Appendix C. Lift Station Calculations
C.1
CWD Lift Station Sizing Calculation
Project Information
Project:
Input
System:
Output
Job No.:
By:
Date:
Cycle Time Calculation: T = Vq / i(q-i)
Vcf = (Qcfm x Pmin)/4
T = Cycle Time (time to fill, plus time to empty)
V(cf ) = Working Volume
V = Active Volume Between LWL & HWL Setpoints
Q(cf m) = Pump Capacity
q = Pump Flow Rate
P(min) = Min Cycle Time, Start-to-Start
i = Inflow Rate to Sump
ROUND SUMPS:
Exact
Sizing
Sump Diameter
6
6
ft
Pump ON Level
1067.25
1067.25
ft
Pump OFF Level
1062
1062
ft
Pump Capacity:
843
845
gpm
(q)
Level Differential:
5.25
5.25
ft
Wet-Well Volume Between On/Off:
148.44
148.44
ft³
Wet-Well Volume Between On/Off:
1110
1110
gal
(V)
Wet-Well Inflow (Worst Case = 0.5 x Pump Capacity):
422
423
gpm
(i)
Cycle Time:
5.27
5.26
min
(T)
Volume to Discharge Ratio (Reference Only):
1.32
1.31
(V/q)
Starts Per Hour:
11.39
11.41
PHX 80
CWD Lift Station
James Wang
14-Nov-19
Sewer Report
C.2
SAN Lift Station Sizing Calculation
Project Information
Project:
Input
System:
Output
Job No.:
By:
Date:
Cycle Time Calculation: T = Vq / i(q-i)
Vcf = (Qcfm x Pmin)/4
T = Cycle Time (time to fill, plus time to empty)
V(cf ) = Working Volume
V = Active Volume Between LWL & HWL Setpoints
Q(cf m) = Pump Capacity
q = Pump Flow Rate
P(min) = Min Cycle Time, Start-to-Start
i = Inflow Rate to Sump
ROUND SUMPS:
Exact
Sizing
Sump Diameter
6
6
ft
Pump ON Level
1066
1066
ft
Pump OFF Level
1065
1065
ft
Pump Capacity:
169.2
170
gpm
(q)
Level Differential:
1.00
1.00
ft
Wet-Well Volume Between On/Off:
28.27
28.27
ft³
Wet-Well Volume Between On/Off:
212
212
gal
(V)
Wet-Well Inflow (Worst Case = 0.5 x Pump Capacity):
84.6
85.0
gpm
(i)
Cycle Time:
5.00
4.98
min
(T)
Volume to Discharge Ratio (Reference Only):
1.25
1.24
(V/q)
Starts Per Hour:
12.00
12.06
PHX 80
SAN Lift Station
James Wang
14-Nov-19
Sewer Report
C.3
CWD and SAN Model Overview
AFT Fathom 10 (Workspace)
12/17/2019
Page 1 of 1
PHX 80 CWD and SAN Lift Station Model View
P107
8x1 DIP
P104
8x1 DIP
P204
8x1 DIP
P402
4x8 DIP
P404
4x1 DIP
P602
4x435 DIP
P504
4x1 DIP
P405
4x3 DIP
P501
4x21.5 DIP
P401
4x21.5 DIP
P500
Fake 18x0.01
P400
Fake 18x0.01
P502
4x8 DIP
& P403
4x1 DIP
& P503
4x1 DIP
& P601
4x95 DIP
& P604
4x1768 DIP
P303
8x210.4 DIP
P302
8x435 DIP
& P304
8x1768 DIP
P102
8x8 DIP
P105
8x1 DIP
P603
4x210.4 DIP
P205
8x1 DIP
X P106
12x3 DIP
P201
8x29 DIP
P101
8x29 DIP
P200
Fake 18x0.01
P100
Fake 18x0.01
P202
8x8 DIP
& P103
8x1 DIP
& P203
8x1 DIP
& P301
8x95 DIP
J301
Tee
J304
J1
CWD PS
LL 1062.0
J305
CWD MH
INV 1093.31
J203
8" V634
X J101
CWD Pump 1
J201
CWD Pump 2
J106
Bend
J205
8" Gate
Valve
J102
Bend
J602
J202
Bend
J103
8" V634
J105
8" Gate
Valve
J303
J302
J404
4" Gate
Valve
J601
Tee
J604
J2
SAN PS
LL 1065
J605
SAN MH
INV 1095.05
J502
4" V634
X J401
SAN Pump 1
J500
SAN Pump 2
J405
Bend
J503
4" Gate
Valve
J402
Bend
J603
J501
Bend
J403
4" V634
J204
J104
LEGEND
CLEAR WATER PIPE
FIRE PROTECTION
WATER PIPE
PRESSURE NODE
BEND
TEE
CAPPED END
REDUCER
GENERAL NODE
CONTROL VALVE
CWD PIPE
SAN PIPE
CHECK VALVE
GATE VALVE
PUMP
RESERVOIR
1
1
1
1
1
1
1
OLIVE AVENUE
KEEP CLEAR
SLOW
SLOW
EXIT
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
PHX 80
FFE = 1091'
F
o
p
r
n
T
FME
FME
F
F
OS
FACP
BATT
KEY
AUNN
S
HLI
MNTR
WF
PS
TS
BATTHLI
R
Sheet Title/Number
M.S. Project No.
Navix Project No.
Approvals
Checked
Design
Drawn
NAVIX DESIGN TEAM
Key Plan
Registration
MICROSOFT CONFIDENTIAL
Revisions
No.
Date
Description
50606004
KYG, TOR, JTS
STP, KYG, TOR, JTS
PJM, STP
THIS DOCUMENT, INCLUDING ALL ASSOCIATED AND REFERENCED DRAWINGS
AND WRITINGS, CONTAINS CONFIDENTIAL PROPRIETARY INFORMATION
("CONFIDENTIAL INFORMATION"). SUCH CONFIDENTIAL INFORMATION,
WHETHER CONSIDERED IN WHOLE OR IN PART, CONSTITUTES "TRADE
SECRETS" BECAUSE IT CONTAINS INFORMATION THAT IS NOT READILY
ASCERTAINABLE TO THE GENERAL PUBLIC, HAS INDEPENDENT ECONOMIC
VALUE AND IS PROVIDED PURSUANT TO A PROMISE OF CONFIDENTIALITY.
CONFIDENTIAL - TRADE SECRET - DO NOT DISCLOSE.
This document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
KEEP CLEAR
SLOW
ENTRY
EXIT
KEEP CLEAR
SLOW
KEEP CLEAR
KEEP CLEAR
SLOW
STOP
STOP
SLOW
VISITOR
EMPLOYEE
STOP
EXIT
SLOW
KEEP CLEAR
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
05/03/2019
P03 - ISSUED FOR BID
PHX80
DATA CENTER
W OLIVE AVE &
N DYSART RD
EL MIRAGE, AZ 85338
0
05/17/2019
P03 - ISSUED FOR CONSTRUCTION
1
06/13/2019
DRB 02
2
08/05/2019
ASI 04
3
10/15/2019
DRB 06
See Separate Utility As-Built
RFI 472
RFI 36
RFI 18
SLOW
SLOW
EXIT
KEEP CLEAR
STOP
SLOW
ENTRY
6
MATCH LINE STA:10+00.00 - SEE SHEET 5
OLIVE AVENUE
12901 W OLIVE AVE
EL MIRAGE, AZ 85335
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
IMEG Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineeer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
IMEG Design Team
Registration
Date
Date
Date
18/09/2019 3:09:47 PM 19002191-OLIVE AVE-SFM.dwg Ray.M.Rodriguez
MICROSOFT CONFIDENTIAL
Brian Minatelli
Brian Andersen
Carlos Elarmo
Lalu Kunnath
Adam McKnight
Dave Small
Dan Schaeffer
Sarah Anunsen
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
Portland, OR, 97201
2020 SW Fourth Avenue, Suite 300,
19002191.00
PHX80
DATA CENTER
MAJ
RMR
RMR
OLIVE AVENUE SEWER
FORCE MAIN
SFM-4
SHEET 4 OF 6
CONSTRUCTION NOTES
PROFILE VIEW OF FORCEMAIN-CL
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
MATCH LINE STA:10+00.00 - SEE SHEET 4
MATCH LINE STA:20+00.00 - SEE SHEET 6
OLIVE AVENUE
12901 W OLIVE AVE
EL MIRAGE, AZ 85335
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
IMEG Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineeer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
IMEG Design Team
Registration
Date
Date
Date
18/09/2019 3:09:59 PM 19002191-OLIVE AVE-SFM.dwg Ray.M.Rodriguez
MICROSOFT CONFIDENTIAL
Brian Minatelli
Brian Andersen
Carlos Elarmo
Lalu Kunnath
Adam McKnight
Dave Small
Dan Schaeffer
Sarah Anunsen
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
Portland, OR, 97201
2020 SW Fourth Avenue, Suite 300,
19002191.00
PHX80
DATA CENTER
MAJ
RMR
RMR
OLIVE AVENUE SEWER
FORCE MAIN
SFM-5
SHEET 5 OF 6
CONSTRUCTION NOTES
PROFILE VIEW OF FORCEMAIN-CL
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
MATCH LINE STA:20+00.00 - SEE SHEET 5
OLIVE AVENUE
12901 W OLIVE AVE
EL MIRAGE, AZ 85335
Sheet Title/Number
Senior Project Manager
Development Manager
Quality Control Reviewer
Quality Control FF&E
No.
Date
Revisions
Description
M.S. Project No.
IMEG Project No.
Microsoft Mechanical Engineer
Microsoft Cable Engineeer
Microsoft Electrical Engineer
Engineering Manager
Security Manager
Project Planner
Project Manager
CSA
CUSTOMER
PROJECT MANAGEMENT
Approvals
OPERATIONS
Checked
Design
Drawn
IMEG Design Team
Registration
Date
Date
Date
18/09/2019 3:20:04 PM 19002191-OLIVE AVE-SFM.dwg Ray.M.Rodriguez
MICROSOFT CONFIDENTIAL
Brian Minatelli
Brian Andersen
Carlos Elarmo
Lalu Kunnath
Adam McKnight
Dave Small
Dan Schaeffer
Sarah Anunsen
CONFIDENTIAL - DO NOT DISCLOSE. This
document is exempt from public disclosure under the
Public Disclosure Act and Uniform Trade Secrets Act.
Portland, OR, 97201
2020 SW Fourth Avenue, Suite 300,
19002191.00
PHX80
DATA CENTER
MAJ
RMR
RMR
OLIVE AVENUE SEWER
FORCE MAIN
SFM-6
SHEET 6 OF 6
CONSTRUCTION NOTES
Sewer Report
C.4
CWD and SAN Lift Station Model Output Calculations
Model Reference Information
General
Title: AFT Fathom Model
Analysis run on: 12/17/2019 2:09:01 PM
Application version: AFT Fathom Version 10 (2018.09.10)
Input File: \\ODIN\Groups\WBG\Lightspeed_PHX\PHX_80\Hydraulics\Lightspeed PHX80 Lift Stations 2019-9-19.fth
Output File: \\ODIN\Groups\WBG\Lightspeed_PHX\PHX_80\Hydraulics\Lightspeed PHX80 Lift Stations 2019-9-19_F1.out
Execution Time= 0.08 seconds
Total Number Of Head/Pressure Iterations= 0
Total Number Of Flow Iterations= 2
Total Number Of Temperature Iterations= 0
Number Of Pipes= 33
Number Of Junctions= 32
Matrix Method= Gaussian Elimination
Pressure/Head Tolerance= 0.0001 relative change
Flow Rate Tolerance= 0.0001 relative change
Temperature Tolerance= 0.0001 relative change
Flow Relaxation= (Automatic)
Pressure Relaxation= (Automatic)
Constant Fluid Property Model
Fluid Database: AFT Standard
Fluid: Water at 1 atm
Max Fluid Temperature Data= 212 deg. F
Min Fluid Temperature Data= 32 deg. F
Temperature= 74 deg. F
Density= 62.27697 lbm/ft3
Viscosity= 2.23384 lbm/hr-ft
Vapor Pressure= 0.41606 psia
Viscosity Model= Newtonian
Apply laminar and non-Newtonian correction to: Pipe Fittings & Losses, Junction K factors, Junction Special Losses, Junction Polynomials
Corrections applied to the following junctions: Branch, Reservoir, Assigned Flow, Assigned Pressure, Area Change, Bend, Tee or Wye,
Control Valve, Spray Discharge, Relief Valve
Ambient Pressure (constant)= 1 atm
Gravitational Acceleration= 1 g
Turbulent Flow Above Reynolds Number= 4000
Laminar Flow Below Reynolds Number= 2300
Total Inflow= 1,014 gal/min
Total Outflow= 1,014 gal/min
Maximum Static Pressure is 43.33 psia at Pipe 201 Inlet
Minimum Static Pressure is 14.52 psia at Pipe 304 Outlet
Warnings
No Warnings
Pump Summary
Jct
Results
Diagram
Name
Vol.
Flow
(gal/min)
dH
(feet)
dP
(psid)
Speed
(Percent)
Ideal
Power
(hp)
NPSHA
(feet)
X101
201
X401
500
Show
CWD Pump 1
0.0
N/A
N/A
0
N/A
N/A
Show
CWD Pump 2
843.0
63.37
27.41
N/A
13.476
36.27
Show
SAN Pump 1
0.0
N/A
N/A
0
N/A
N/A
Show
SAN Pump 2
171.0
62.31
26.95
N/A
2.687
36.52
Valve Summary
Jct
Name
Valve
Type
Vol.
Flow
(gal/min)
dH
(feet)
dP
Stag.
(psid)
P Static
In
(psig)
Cv
K
Open
Percentage
(Percent)
Valve
State
105
205
404
503
103
203
403
502
8" Gate Valve
REGULAR
0.0
N/A
N/A
16.14
N/A
N/A
N/A Open
8" Gate Valve
REGULAR
843.0
0.08132
0.03517
15.96
4,491.5
0.2000
N/A Open
4" Gate Valve
REGULAR
0.0
N/A
N/A
18.58
N/A
N/A
N/A Open
4" Gate Valve
REGULAR
171.0
0.05473
0.02367
18.59
1,110.6
0.2000
N/A Open
8" V634
CHECK
0.0
N/A
N/A
16.14
N/A
N/A
N/A Open
8" V634
CHECK
843.0
0.45446
0.19655
16.18
1,900.0
1.1177
N/A Open
4" V634
CHECK
0.0
N/A
N/A
18.58
N/A
N/A
N/A Open
4" V634
CHECK
171.0
0.34869
0.15080
18.77
440.0
1.2742
N/A Open
Reservoir Summary
Jct
Name
Type
Liq.
Height
(feet)
Liq.
Elevation
(feet)
Surface
Pressure
(atm)
Net
Vol. Flow
(gal/min)
1
2
CWD PS LL 1062.0
Infinite
N/A
1,062
1.000
-843.0
SAN PS LL 1065
Infinite
N/A
1,065
1.000
-171.0
Pipe Output Table
Pipe
Name
Length
(feet)
Junctions
(Up, Down)
Hyd.
Diameter
(inches)
Roughness
Vol.
Flow Rate
(gal/min)
Velocity
(feet/sec)
K
dH/
dx
(ft/100 ft)
100
101
102
103
104
105
X106
107
200
201
202
203
204
205
301
302
303
304
400
401
402
403
404
405
500
501
502
Fake 18x0.01
0.01000 1, 101
18.000 Frictionless
0.0
0.0000
0.0000
0.000
8x29 DIP
29.00000 101, 102
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
8x8 DIP
8.00000 102, 103
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
8x1 DIP
1.00000 103, 104
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
8x1 DIP
1.00000 104, 105
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
8x1 DIP
1.00000 105, 106
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
12x3 DIP
3.00000 106, 301
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
8x1 DIP
1.00000 104, 204
8.205 CHW= 130
0.0
0.0000
0.0000
0.000
Fake 18x0.01
0.01000 1, 201
18.000 Frictionless
843.0
1.0629
0.0000
0.000
8x29 DIP
29.00000 201, 202
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x8 DIP
8.00000 202, 203
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x1 DIP
1.00000 203, 204
8.205 CHW= 130
843.0
5.1152
0.1120
1.179
8x1 DIP
1.00000 204, 205
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x1 DIP
1.00000 205, 301
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x95 DIP
95.00000 301, 302
8.205 CHW= 130
843.0
5.1152
0.5600
1.179
8x435 DIP
435.00000 302, 303
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x210.4 DIP
210.39999 303, 304
8.205 CHW= 130
843.0
5.1152
0.0000
1.179
8x1768 DIP
1,768.00000 304, 305
8.205 CHW= 130
843.0
5.1152
1.0000
1.179
Fake 18x0.01
0.01000 2, 401
18.000 Frictionless
0.0
0.0000
0.0000
0.000
4x21.5 DIP
21.50000 401, 402
4.080 CHW= 130
0.0
0.0000
0.0000
0.000
4x8 DIP
8.00000 402, 403
4.080 CHW= 130
0.0
0.0000
0.0000
0.000
4x1 DIP
1.00000 403, 404
4.080 CHW= 130
0.0
0.0000
0.0000
0.000
4x1 DIP
1.00000 404, 405
4.080 CHW= 130
0.0
0.0000
0.0000
0.000
4x3 DIP
3.00000 405, 601
4.080 CHW= 130
0.0
0.0000
0.0000
0.000
Fake 18x0.01
0.01000 2, 500
18.000 Frictionless
171.0
0.2156
0.0000
0.000
4x21.5 DIP
21.50000 500, 501
4.080 CHW= 130
171.0
4.1963
0.0000
1.846
4x8 DIP
8.00000 501, 502
4.080 CHW= 130
171.0
4.1963
0.0000
1.846
Pipe
Name
Length
(feet)
Junctions
(Up, Down)
Hyd.
Diameter
(inches)
Roughness
Vol.
Flow Rate
(gal/min)
Velocity
(feet/sec)
K
dH/
dx
(ft/100 ft)
503
504
601
602
603
604
4x1 DIP
1.00000 502, 503
4.080 CHW= 130
171.0
4.1963
0.1354
1.846
4x1 DIP
1.00000 503, 601
4.080 CHW= 130
171.0
4.1963
0.0000
1.846
4x95 DIP
95.00000 601, 602
4.080 CHW= 130
171.0
4.1963
0.6768
1.846
4x435 DIP
435.00000 602, 603
4.470 CHW= 130
171.0
3.4960
0.0000
1.183
4x210.4 DIP
210.39999 603, 604
4.470 CHW= 130
171.0
3.4960
0.0000
1.183
4x1768 DIP
1,768.00000 604, 605
4.470 CHW= 130
171.0
3.4960
1.0000
1.183
All Junction Table
Jct
Name
Elevation
Inlet
(feet)
Vol. Flow
Rate Thru Jct
(gal/min)
dH
(feet)
P Static
In
(psig)
P Static
Out
(psig)
Loss Factor (K)
HGL
Inlet
(feet)
HGL
Outlet
(feet)
1
2
X101
102
103
104
105
106
201
202
203
204
205
301
302
303
304
305
X401
402
403
404
405
500
501
502
503
601
602
603
604
605
CWD PS LL 1062.0
1,062
N/A
0.00000
0.00000
1.40556
0.0000
1,062
1,062
SAN PS LL 1065
1,065
N/A
0.00000
0.00000
1.51368
0.0000
1,065
1,065
CWD Pump 1
1,059
0.0
N/A
1.40556
28.35440
0.0000
1,062
1,124
Bend
1,087
0.0
0.00000
16.13687
16.13687
0.0000
1,124
1,124
8" V634
1,087
0.0
0.00000
16.13687
16.13687
0.0000
1,124
1,124
Tee or Wye
1,087
N/A
0.00000
16.13687
16.13687
See Mult. Losses
1,124
1,124
8" Gate Valve
1,087
0.0
0.00000
16.13687
16.13687
0.0000
1,124
1,124
Bend
1,087
0.0
0.00000
16.13687
16.13687
0.0000
1,124
1,124
CWD Pump 2
1,059
843.0
-63.37477
1.39796
28.63795
0.0000
1,062
1,125
Bend
1,087
843.0
0.11385
16.27259
16.22335
0.2800
1,125
1,125
8" V634
1,087
843.0
0.45446
16.18257
15.98602
1.1177
1,124
1,124
Tee or Wye
1,087
N/A
See Mult. Losses
16.05871
16.05871
See Mult. Losses
1,124
1,124
8" Gate Valve
1,087
843.0
0.08132
15.95592
15.92075
0.2000
1,124
1,124
Tee
1,087
N/A
See Mult. Losses
15.86035
15.86035
See Mult. Losses
1,124
1,124
Bend
1,078
843.0
0.11385
18.93810
18.88886
0.2800
1,122
1,122
Bend
1,079
843.0
0.11385
16.29936
16.25012
0.2800
1,117
1,117
Bend
1,086
843.0
0.11385
12.31452
12.26528
0.2800
1,114
1,114
CWD MH INV 1093.31
1,093
843.0
0.00000
-0.17585
-0.17585
0.0000
1,093
1,093
SAN Pump 1
1,062
0.0
N/A
1.51368
27.87440
0.0000
1,065
1,126
Bend
1,083
0.0
0.00000
18.57610
18.57610
0.0000
1,126
1,126
4" V634
1,083
0.0
0.00000
18.57610
18.57610
0.0000
1,126
1,126
4" Gate Valve
1,083
0.0
0.00000
18.57610
18.57610
0.0000
1,126
1,126
Bend
1,083
0.0
0.00000
18.57610
18.57610
0.0000
1,126
1,126
SAN Pump 2
1,062
171.0
-62.30516
1.51336
28.34100
0.0000
1,065
1,127
Bend
1,083
171.0
0.09260
18.87108
18.83103
0.3384
1,127
1,127
4" V634
1,083
171.0
0.34869
18.76717
18.61637
1.2742
1,126
1,126
4" Gate Valve
1,083
171.0
0.05473
18.59237
18.56870
0.2000
1,126
1,126
Tee
1,083
N/A
See Mult. Losses
18.52350
18.52350
See Mult. Losses
1,126
1,126
Bend
1,080
171.0
0.09260
18.89080
18.88696
0.3384
1,124
1,124
Bend
1,081
171.0
0.06279
16.28906
16.26191
0.3306
1,119
1,119
Bend
1,088
171.0
0.06279
12.32224
12.29509
0.3306
1,116
1,116
SAN MH INV 1095.05
1,095
171.0
0.00000
-0.08214
-0.08214
0.0000
1,095
1,095
November 22, 2019
Revised: January 10, 2020
Revised: February 19, 2021
Prepared for:
City of El Mirage Public Works
10355 N 121st Ave
El Mirage, Arizona, 85335
Reviewed by:
Paul Manzer, P.E.
pmanzer@navixeng.com
WATER
REPORT
PHX81 DATA CENTER
EL MIRAGE, ARIZONA
TABLE OF CONTENTS
Section
Page
Water System Design ..................................................................................................................... 1
Summary of Requirements ................................................................................................. 1
Summary of Results ............................................................................................................ 1
Existing Conditions .............................................................................................................. 2
Proposed Conditions ........................................................................................................... 2
City of El Mirage Water Model ........................................................................................... 2
Hydraulic Calculations ......................................................................................................... 2
Conclusion ........................................................................................................................... 2
Appendix A
El Mirage Water Distribution System Study
Appendix B
Hydraulic Calculations
Appendix C
Vicinity Map
Appendix D
Water Model Exhibit
Navix
PHX80 Data Center
1
Water System Design
Summary of Requirements
This report provides an analysis of the water supply for the PHX80 Data Center development in
El Mirage, Arizona. The assumed maximum water demands for the PHX80 development are as
follows: 707.6 gpm for the PHX80 building and 758.4 gpm for the PHX81 building domestic and
cooling demand and 2000 gpm over two hydrants for hydrant flow demand.
Summary of Results
Fire flow calculations were performed with the assumption that the full peak domestic flow
demands for the PHX80 and PHX81 buildings would be expected during the fire flow event. The
domestic event scenario was analyzed for the proposed PHX80 and PHX81 development and
future PHX82 through PHX84 development. Model results showed the City of El Mirage water
infrastructure has sufficient pressure to provide the required industrial water demands for
PHX80 and PHX81 of the development in a domestic flow scenario. There is inadequate
pressure provided by the city for the required fire scenario and a pump is recommended for the
system to increase pressure capacity.
Existing Conditions
The proposed site is southeast of the intersection of Olive Avenue and Dysart Road located in El
Mirage, Arizona. There is no existing water service to the site.
Olive Avenue contains a 16” water main located 1200 feet east of the PHX80 site and Dysart
Road contains a 12” water main located 2600 feet north of the PHX80 site. The city’s existing
water distribution currently has a production capacity of 5,959 gpm and a max daily demand of
5,038 gpm. The water distribution system has 7 existing sites as follows: Rockwood,
Cottonwood, Thompson Ranch, Alto, Sunnyvale, 127th Lane, and Canterbury.
Proposed Conditions
Connection to Existing: Water will be supplied via an extension of the mains on Dysart Road
and Olive Avenue. The PHX80 development will be supplied via the 16” water main extension.
The City of El Mirage water distribution system has an ultimate production capacity of 8,184
gpm, a firm well capacity of 6,684 gpm, and a max daily demand of 5,670 gpm. Additional well
capacity is supplied from Brisas Well, 1500 gpm added, and Dietz-Crane Well, 725 gpm added.
This development proposes to construct two 12-inch loops onsite with a redundant connection
as shown in the Water Model Exhibit. Water meter, reduced pressure backflow assembly, and
detector check valve assembly losses are modeled at the connections to the existing City water
main.
Navix
PHX80 Data Center
2
Fire Protection: Fire hydrants are provided on all sides of the proposed building. One 8-inch
fire sprinkler connection is proposed to the Admin building and each fire riser room.
Domestic Water: The domestic water supply is provided to the buildings via 4” and 6” services
from the 12-inch water main loop.
City of El Mirage Water Model
See Appendix A for the City of El Mirage Water Distribution Model information.
Hydraulic Calculations
A 75% reduction for fully sprinkled buildings is assumed to be acceptable when determining fire
hydrant flow rates in accordance with the International Fire Code, Appendix B. Based upon the
size of the building area and in accordance with the Uniform Building Code, the required flow
rate is reduced to 2,000 gpm @ 20 psi for the hydraulically remote fire hydrants on the site.
Conclusion
The proposed system can be considered a reliable supply with respect to the assumed domestic
flow demand requirements of this development. The proposed system is not a reliable supply
with respect to the assumed fire flow demand requirements of the system and a pump is
recommended. The proposed water system will be constructed to the City of El Mirage and
MAG Design Standards with all necessary backflow prevention.
Appendix A
El Mirage Water Distribution System Study
G:\Projects\04277058.0000 - El Mirage Water Distribution System Study\3- Deliverables\El Mirage - Modeling Evals TM 20190513.docx
Arcadis U.S., Inc.
410 N. 44th Street
Suite 1000
Phoenix
Arizona 85008
Tel 602 438 0883
Fax 602 438 0102
Page:
1/8
MEMO
To:
Bryce Christo, P.E.
City of El Mirage
Copies:
Jorge Gastelum, P.E (El Mirage)
Shane Swartwout (El Mirage)
Nick Russo, M.A. CPRP (El Mirage)
Brian Newhouse, P.E. (Arcadis)
From:
Ben Chenevey, P.E.(Ohio)
Date:
Arcadis Project No.:
May 14, 2019
04277058.0000
Subject:
EL MIRAGE WATER DISTRIBUTION SYSTEM STUDY
Background
A prospective industrial/commercial development is being considered near N. Dysart Road and W. Olive
Avenue in the City of El Mirage (City). The proposed data center would require between 421 gallons per
minute (gpm) and 843 gpm of water from the City’s distribution system. The cycling between these flow
rates depends on outdoor temperature and other factors, but average daily usage should be
approximately 632 gpm per building (one building is initially planned with expansion up to five buildings in
the future). The City wants to evaluate the capacity of the system at this proposed site to help determine
potential infrastructure improvements that are required to support these additional flow rates.
Hydraulic Modeling
An existing hydraulic model was utilized during this study to help evaluate system capacity. Two model
versions were available based on recent City Master Plan projects by Malcom Pirnie/Arcadis (2008) and
Wilson Engineers (2014). The more recently updated model was insufficient for the purposes of this study;
therefore the 2008 Arcadis model was updated to represent the current system. Model updates included:
1. Added newly installed pipelines
2. Scaled to current system demands
3. Added new Brisas well, storage, and booster pumps
arcadis.com
G:\Projects\04277058.0000 - El Mirage Water Distribution System Study\3- Deliverables\El Mirage - Modeling Evals TM 20190513.docx
Page:
2/8
MEMO
4. Updated rehabbed Cottonwood pump curves
5. Revised pump station operation controls (variable frequency drives [VFDs])
Average demands were determined based on 2018 production and billing data from the City, and the
same max day peaking factor was used from the original 2008 model. All demands in the model were
scaled equally to reach the anticipated average and max day; only one new customer was individually
added to the model based on City information of their top water users. Table 1 shows the average and
maximum day demands (MDD) for the City based on 2018 data and are represented in the updated
model.
Table 1: Modeled water demands based on 2018 Data
Average Demand
Peaking Factor
Max Demand
MGD
4.27
1.7
7.25
GPM
2,963
5,038
Pump stations in the system were also updated to closer resemble typical operation. In addition to adding
a new pump station (Brisas) and updating pump curves for a rehabbed pump station (Cottonwood), all
individual pumps were updated to represent typical VFD operation with pressure setpoints. Since having
multiple VFDs pumping into a single system can cause some model instability, some manual operational
adjustments were also necessary. Dietz-Crane and Brisas are not currently utilized by the City so they
were not considered or operated in certain evaluations; however, they are both planned to be operational
prior to the completion of the prospective development. Table 2 provides pumping and storage capacities
for all the facilities in the distribution system.
Table 2: Pumping and Storage Capacity
Site
Production
Capacity (gpm)
Storage
Capacity (MG)
Booster Pump
Capacity
Total
(gpm)
Firm
(gpm)
Rockwood
1,195
0.75
2,600
1,250
Cottonwood
752
0.5
2,000
1,250
Thompson Ranch
581
0
625
0
Dietz‐Crane
725
1
2,750
1,900
Alto
657
1.25
2,600
1,600
Sunnyvale
1,027
0.6
1,600
1,000
Brisas
1,500
0.66
1,875
1,125
127th Lane
915
1
2,700
1,800
Canterbury
832
2
5,700
3,800
Total System
8,184
8
22,450
13,725
After the model was updated to average 2018 conditions, the model was validated using recent fire flow
test data. Spot checks of modeled pressures were within 5 psi of observed static pressures, and the
model was considered acceptable for capacity evaluations. A complete model calibration effort should be
performed in the future since the model being used here was last calibrated in 2008. The model was
scaled to MDD prior to system evaluations. A calculation summary including hourly system demand and
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production in the model throughout the day is shown in Figure 1; the existing system sees a peak hour
demand (PHD) of about 8,750 gpm at 7 PM based on the modeled diurnal demand pattern. Minimum
system pressures are shown in Figure 2; in general, lower pressures are seen in the north (~50 psi)
compared to the south (~ 70 psi). During the peak hour, seven pump stations were set to pump into the
system, while six pump stations are utilized during the rest of the maximum day.
Figure 1: System Model Results Summary for Maximum Day Demands
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Figure 2: Minimum Modeled Pressures (During Peak Hour Demands) for Current Well Site Operations
The prospective development location is southeast of the intersection of Olive Avenue and Dysart Road.
Currently, pipes in this area are not connected and dead end pipes exist to the north and west of this
intersection. Therefore, evaluations were performed at both dead ends (A and B) assuming they are both
potential development lateral connection points (Figure 3). An additional evaluation was also performed
after connecting these two pipelines to determine the system capacity with future pipelines and added
connectivity.
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Figure 3: Prospective Future Development Location with Existing (black) and Future (red) Pipes
Evaluation Results
Multiple simulations were performed using the updated model to evaluate the capacity of the system at the
prospective development location. Flow curves were developed for site A and B with and without the
future pipe connecting the two sites. Figure 4 compares these scenarios during MDD under current well
site operation conditions. Differences in pressure and capacity at site A and B are largely due to elevation
differences, while the inclusion of future pipes to connect the locations does positively effect pressures
(especially at higher flow rates). These results indicate that running at the prospective development flow
rates of 632 gpm will result in a minor drop in pressure (80 psi to around 75 psi) during the maximum day.
Peak hour results show similar behaviors though the pressure drop at this flow rate is more pronounced
under existing operational conditions.
Figure 4: Max Day System Capacity at Prospective Development for Current Well Site Operations
0
10
20
30
40
50
60
70
80
90
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
4,500
Pressure (psi)
Flow (gpm)
A
B (Existing)
B (Future Pipes)
A
B
Prospective
Development
Prospective Development
Max Day Demand: 632 gpm
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Model simulations were also performed with the prospective development demands added directly to the
model. System pressures throughout the day were analyzed for both current well site operation and future
well site operation (Brisas and Dietz-Crane in operation). No operational settings at pump stations were
changed during these future condition’s simulations. Pressures at the prospective development location under
different modeled scenarios (production capacity and system demand) are presented in Table 3 below. The
results show that pressure does drop throughout the system (up to around 10 psi during peak hour) under
current operation when the prospective development is online, but system pressures are significantly
improved for future conditions when the remaining well sites are brought back into operation. Table 3 also
provides a comparison of production capacity and MDD for these scenarios that indicate existing operations
capacity and future demands have very little buffer and may produce operational challenges. Figure 5 shows
pressure during future PHD with all well sites operational.
Table 3: Prospective Development Pressures (psi) Under Different Demands and Well Site Operation
Scenarios
Figure 5: Minimum Modeled Pressures (During Peak Hour Demands) with
Prospective Development Demands and All Well Sites in Operation
Existing Ops
Future Ops (All wells)
5,959
8,184
Existing MDD
5,038
80
81
Existing PHD
8,750
71
79
Future MDD
5,670
73
76
Future PHD
9,593
62
70
Production Capacity
(gpm)
System
Demand (gpm)
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After the prospective development demand was added, a fire flow run was performed to assess fire
protection at the site. Figure 6 shows a hydrant flow curve with and without the future pipeline connection;
results indicate that available fire flow once this site is constructed will be between 3,000 and 3,500 gpm
depending on if the future pipeline is installed.
Figure 6: Hydrant Flow Curve for Prospective Development with All Well Sites in Operation
Conclusions
Several conclusions can be drawn from the model capacity evaluation presented above:
Based on model results, there seems to be sufficient system capacity to support the prospective
development’s initial water demands. Model results indicate a drop in pressure for maximum day
and peak hour demands of up to 10 psi, but once all well sites are in operation peak hour
pressures resemble current system pressures. The addition of a future pipeline connection in this
area does show slight improvements in pressures at the development along with an increase in
available fire flow.
Well site redundancy must be carefully considered in relation to this prospective expansion in
system demands.
o
Currently, neither the Brisas nor Dietz-Crane well sites are operated in the system due to
routine maintenance. Both wells are planned to be in operation prior to the prospective
development’s completion, but existing system production capacity is currently reduced to
around 5,959 gpm. Maximum day system demands if the prospective development is in
place will be approximately 5,670 gpm, which leaves only 289 gpm of excess well
capacity. Existing capacity would not allow for well redundancy since if, in addition to the
Brisas and Dietz-Crane sites, even the smallest well is out of service, the system may not
be able to supply water during the maximum day.
o
Once all well sites are online, it’s important to consider the firm capacity of the well sites
(capacity of the largest production well is removed from service). Under firm capacity,
0
10
20
30
40
50
60
70
80
90
0
500
1,000
1,500
2,000
2,500
3,000
3,500
4,000
4,500
Pressure (psi)
Flow (gpm)
B (Existing)
B (Future Pipes)
arcadis.com
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Brisas Well would not be available and firm well capacity would be 6,684 gpm which
leaves excess well capacity of 1,014 gpm.
o
It is recommended that any well site improvements be scheduled during a period of the
year with cooler ambient temperatures (less than 85 degrees Fahrenheit) to alleviate any
effects on the data center site.
o
One existing emergency interconnect with the City of Surprise (Country Gables
Interconnect) is available within the City. While the interconnect was not modeled, it
should provide system redundancy in the event of any emergency conditions or well site
removal such that supply will be maintained.
Based on information from the prospective developer, demands will cycle between 421 gpm and
843 gpm throughout the day. The rapidness of cycling between flow rates is dependent on
temperature and other factors but can be as frequent as sub-hourly. While this behavior was not
modeled, the VFDs in the system will likely ramp up and down during each of these cycles. Rapid
cycling may strain the pumps since no equalization storage is available in the distribution system.
Appendix B
Hydraulic Calculations
Static Pressure
Domestic Flow
Fire Hydrant Flow
Fire Sprinkler Flow
PHX81 – Static Nodes Page 1/5
Static Nodes
Label
Elevation
(ft)
Demand
(gpm)
Pressure
(psi)
22.50 Degree Bend (Point)-43
1,080.00
0
84
22.50 Degree Bend (Point)-44
1,080.00
0
84
22.50 Degree Bend (Point)-45
1,080.00
0
84
22.50 Degree Bend (Point)-46
1,080.00
0
84
22.50 Degree Bend (Point)-51
1,080.00
0
84
22.50 Degree Bend (Point)-52
1,080.00
0
84
22.50 Degree Bend (Point)-53
1,080.00
0
84
22.50 Degree Bend (Point)-54
1,080.00
0
84
45 Degree Bend (Point)-22
1,080.00
0
73
45 Degree Bend (Point)-23
1,080.00
0
73
45 Degree Bend (Point)-24
1,080.00
0
73
45 Degree Bend (Point)-25
1,080.00
0
73
45 Degree Bend (Point)-39
1,080.00
0
84
45 Degree Bend (Point)-40
1,080.00
0
84
45 Degree Bend (Point)-41
1,080.00
0
84
45 Degree Bend (Point)-42
1,080.00
0
84
45 Degree Bend (Point)-47
1,080.00
0
73
45 Degree Bend (Point)-48
1,080.00
0
73
45 Degree Bend (Point)-49
1,080.00
0
73
45 Degree Bend (Point)-50
1,080.00
0
73
45 Degree Bend (Point)-59
1,080.00
0
73
45 Degree Bend (Point)-60
1,080.00
0
73
45 Degree Bend (Point)-61
1,080.00
0
73
45 Degree Bend (Point)-62
1,080.00
0
73
90 Degree (Point)-126
1,080.00
0
73
90 Degree (Point)-127
1,080.00
0
73
90 Degree (Point)-128
1,080.00
0
84
90 Degree (Point)-129
1,080.00
0
84
90 Degree (Point)-130
1,080.00
0
73
90 Degree (Point)-131
1,080.00
0
73
90 Degree (Point)-27
1,080.00
0
84
90 Degree (Point)-29
1,080.00
0
73
90 Degree (Point)-30
1,080.00
0
73
90 Degree (Point)-31
1,080.00
0
84
189
1,080.00
0
87
190
1,080.00
0
87
191
1,080.00
0
84
213
1,080.00
0
73
PHX81 – Static Nodes Page 2/5
Static Nodes
215
1,080.00
0
84
J-77
1,080.00
0
84
J-104
1,080.00
0
84
J-105
1,080.00
0
84
J-109
1,080.00
0
84
J-112
1,080.00
0
84
J-118
1,080.00
0
73
J-119
1,080.00
0
73
J-123
1,080.00
0
73
J-124
1,080.00
0
73
J-125
1,080.00
0
73
J-126
1,080.00
0
73
J-127
1,080.00
0
73
J-128
1,080.00
0
73
J-129
1,080.00
0
73
J-130
1,080.00
0
73
J-131
1,080.00
0
73
J-132
1,080.00
0
73
J-133
1,080.00
0
73
J-134
1,080.00
0
73
J-135
1,080.00
0
73
J-136
1,080.00
0
73
J-137
1,080.00
0
84
J-138
1,080.00
0
84
J-140
1,080.00
0
84
J-141
1,080.00
0
84
J-142
1,080.00
0
84
J-143
1,080.00
0
84
J-144
1,080.00
0
84
J-145
1,080.00
0
84
J-146
1,080.00
0
84
J-149
1,080.00
0
84
J-151
1,080.00
0
84
J-152
1,080.00
0
84
J-153
1,080.00
0
84
J-154
1,080.00
0
84
J-155
1,080.00
0
84
J-156
1,080.00
0
84
J-157
1,080.00
0
84
J-158
1,080.00
0
84
PHX81 – Static Nodes Page 3/5
Static Nodes
J-159
1,080.00
0
84
J-170
1,080.00
0
73
J-172
1,080.00
0
73
J-177
1,080.00
0
73
J-178
1,080.00
0
73
J-179
1,080.00
0
73
J-180
1,080.00
0
73
J-181
1,080.00
0
73
J-182
1,080.00
0
73
J-185
1,080.00
0
73
J-186
1,080.00
0
73
J-187
1,080.00
0
73
J-188
1,080.00
0
73
J-190
1,080.00
0
84
J-193
1,080.00
0
84
J-194
1,080.00
0
84
J-195
1,080.00
0
84
J-196
1,080.00
0
84
J-197
1,080.00
0
84
J-199
1,080.00
0
84
J-200
1,080.00
0
84
J-201
1,080.00
0
84
J-202
1,080.00
0
84
J-203
1,080.00
0
84
J-204
1,080.00
0
84
J-205
1,080.00
0
84
J-206
1,080.00
0
87
WATER-TEE-2 Valve Alt1 (Point)-34
1,080.00
0
87
WATER-TEE-2 Valve Alt1 (Point)-70
1,080.00
0
73
WATER-TEE-2 Valve Alt1 (Point)-75
1,080.00
0
73
WATER-TEE-2 Valve Alt1 (Point)-87
1,080.00
0
84
WATER-TEE-2 Valve Alt1 (Point)-89
1,080.00
0
84
WATER-TEE-2 Valve Alt1 (Point)-91
1,080.00
0
84
WATR-Tee (Point)-4
1,080.00
0
84
WATR-Tee (Point)-5
1,080.00
0
84
WATR-Tee (Point)-7
1,080.00
0
84
WATR-Tee (Point)-8
1,080.00
0
84
WATR-Tee (Point)-9
1,080.00
0
84
WATR-Tee (Point)-10
1,080.00
0
84
WATR-Tee (Point)-11
1,080.00
0
84
PHX81 – Static Nodes Page 4/5
Static Nodes
WATR-Tee (Point)-12
1,080.00
0
84
WATR-Tee (Point)-13
1,080.00
0
84
WATR-Tee (Point)-14
1,080.00
0
84
WATR-Tee (Point)-15
1,080.00
0
84
WATR-Tee (Point)-16
1,080.00
0
84
WATR-Tee (Point)-17
1,080.00
0
73
WATR-Tee (Point)-18
1,080.00
0
73
WATR-Tee (Point)-19
1,080.00
0
73
WATR-Tee (Point)-20
1,080.00
0
73
WATR-Tee (Point)-21
1,080.00
0
73
WATR-Tee (Point)-94
1,080.00
0
84
WATR-Tee (Point)-95
1,080.00
0
84
WATR-Tee (Point)-96
1,080.00
0
84
WATR-Tee (Point)-97
1,080.00
0
84
WATR-Tee (Point)-98
1,080.00
0
84
WATR-Tee (Point)-99
1,080.00
0
84
WATR-Tee (Point)-100
1,080.00
0
84
WATR-Tee (Point)-101
1,080.00
0
84
WATR-Tee (Point)-102
1,080.00
0
84
WATR-Tee (Point)-103
1,080.00
0
73
WATR-Tee (Point)-104
1,080.00
0
73
WATR-Tee (Point)-105
1,080.00
0
73
WATR-Tee (Point)-106
1,080.00
0
73
WATR-Tee (Point)-107
1,080.00
0
73
WATR-Tee (Point)-108
1,080.00
0
73
WATR-Tee (Point)-109
1,080.00
0
73
WATR-Tee (Point)-110
1,080.00
0
73
WATR-Tee (Point)-111
1,080.00
0
73
WATR-Tee (Point)-112
1,080.00
0
73
WATR-Tee (Point)-113
1,080.00
0
73
WATR-Tee (Point)-114
1,080.00
0
73
WATR-Tee (Point)-115
1,080.00
0
73
WATR-Tee (Point)-116
1,080.00
0
73
WATR-Tee (Point)-117
1,080.00
0
84
WATR-Tee (Point)-118
1,080.00
0
84
WATR-Tee (Point)-119
1,080.00
0
84
WATR-Tee (Point)-120
1,080.00
0
84
WATR-Tee (Point)-121
1,080.00
0
84
WATR-Tee (Point)-122
1,080.00
0
84
WATR-Tee (Point)-124
1,080.00
0
73
PHX81 – Static Nodes Page 5/5
Static Nodes
WATR-Tee (Point)-125
1,080.00
0
73
WATR-Tee-1 Valve (Point)-133
1,080.00
0
84
WATR-Tee-1 Valve (Point)-26
1,080.00
0
84
WATR-Tee-1 Valve (Point)-67
1,080.00
0
73
WATR-Tee-1 Valve (Point)-69
1,080.00
0
73
WATR-Tee-1 Valve (Point)-71
1,080.00
0
73
WATR-Tee-1 Valve (Point)-72
1,080.00
0
73
WATR-Tee-1 Valve (Point)-74
1,080.00
0
73
WATR-Tee-1 Valve (Point)-82
1,080.00
0
84
WATR-Tee-1 Valve (Point)-84
1,080.00
0
84
WATR-Tee-1 Valve (Point)-86
1,080.00
0
84
WATR-Tee-1 Valve (Point)-88
1,080.00
0
84
WATR-Tee-1 Valve (Point)-90
1,080.00
0
84
WATR-Tee-1 Valve (Point)-92
1,080.00
0
84
WATR-Tee-2 Valves (Point)-64
1,080.00
0
84
WATR-Tee-2 Valves (Point)-65
1,080.00
0
84
WATR-Tee-2 Valves (Point)-66
1,080.00
0
84
WATR-Tee-3 Valves (Point)-28
1,080.00
0
73
WATR-Tee-3 Valves (Point)-32
1,080.00
0
84
WATR-Tee-3 Valves (Point)-33
1,080.00
0
87
WATR-Tee-3 Valves (Point)-68
1,080.00
0
73
WATR-Tee-3 Valves (Point)-73
1,080.00
0
73
WATR-Tee-3 Valves (Point)-76
1,080.00
0
73
WATR-Tee-3 Valves (Point)-77
1,080.00
0
84
WATR-Tee-3 Valves (Point)-78
1,080.00
0
73
WATR-Tee-3 Valves (Point)-80
1,080.00
0
84
WATR-Tee-3 Valves (Point)-83
1,080.00
0
84
WATR-Tee-3 Valves (Point)-85
1,080.00
0
84
PHX81 - Domestic/Cooling Nodes Page 1/5
Domestic/Cooling Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
22.50 Degree Bend (Point)-43
1,080.00
0
63
22.50 Degree Bend (Point)-44
1,080.00
0
63
22.50 Degree Bend (Point)-45
1,080.00
0
63
22.50 Degree Bend (Point)-46
1,080.00
0
63
22.50 Degree Bend (Point)-51
1,080.00
0
63
22.50 Degree Bend (Point)-52
1,080.00
0
63
22.50 Degree Bend (Point)-53
1,080.00
0
63
22.50 Degree Bend (Point)-54
1,080.00
0
63
45 Degree Bend (Point)-22
1,080.00
0
49
45 Degree Bend (Point)-23
1,080.00
0
49
45 Degree Bend (Point)-24
1,080.00
0
49
45 Degree Bend (Point)-25
1,080.00
0
49
45 Degree Bend (Point)-39
1,080.00
0
63
45 Degree Bend (Point)-40
1,080.00
0
63
45 Degree Bend (Point)-41
1,080.00
0
63
45 Degree Bend (Point)-42
1,080.00
0
63
45 Degree Bend (Point)-47
1,080.00
0
49
45 Degree Bend (Point)-48
1,080.00
0
49
45 Degree Bend (Point)-49
1,080.00
0
49
45 Degree Bend (Point)-50
1,080.00
0
49
45 Degree Bend (Point)-59
1,080.00
0
49
45 Degree Bend (Point)-60
1,080.00
0
49
45 Degree Bend (Point)-61
1,080.00
0
49
45 Degree Bend (Point)-62
1,080.00
0
49
90 Degree (Point)-126
1,080.00
0
49
90 Degree (Point)-127
1,080.00
0
49
90 Degree (Point)-128
1,080.00
0
63
90 Degree (Point)-129
1,080.00
0
63
90 Degree (Point)-130
1,080.00
0
49
90 Degree (Point)-131
1,080.00
0
49
90 Degree (Point)-27
1,080.00
0
63
90 Degree (Point)-29
1,080.00
0
49
90 Degree (Point)-30
1,080.00
0
49
90 Degree (Point)-31
1,080.00
0
63
189
1,080.00
0
66
190
1,080.00
0
66
191
1,080.00
0
63
213
1,080.00
0
49
215
1,080.00
0
63
PHX81 - Domestic/Cooling Nodes Page 2/5
Domestic/Cooling Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
J-77
1,080.00
0
63
J-104
1,080.00
0
63
J-105
1,080.00
0
63
J-109
1,080.00
0
63
J-112
1,080.00
0
63
J-118
1,080.00
0
49
J-119
1,080.00
0
49
J-123
1,080.00
0
49
J-124
1,080.00
0
49
J-125
1,080.00
0
49
J-126
1,080.00
0
49
J-127
1,080.00
0
49
J-128
1,080.00
0
49
J-129
1,080.00
0
49
J-130
1,080.00
0
49
J-131
1,080.00
0
49
J-132
1,080.00
0
49
J-133
1,080.00
0
49
J-134
1,080.00
0
49
J-135
1,080.00
0
49
J-136
1,080.00
0
49
J-137
1,080.00
0
63
J-138
1,080.00
0
63
J-140
1,080.00
0
63
J-141
1,080.00
0
63
J-142
1,080.00
0
63
J-143
1,080.00
0
63
J-144
1,080.00
0
63
J-145
1,080.00
0
63
J-146
1,080.00
0
63
J-149
1,080.00
0
63
J-151
1,080.00
0
63
J-152
1,080.00
0
63
J-153
1,080.00
0
63
J-154
1,080.00
0
63
J-155
1,080.00
0
63
J-156
1,080.00
0
63
J-157
1,080.00
0
63
J-158
1,080.00
0
63
PHX81 - Domestic/Cooling Nodes Page 3/5
Domestic/Cooling Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
J-159
1,080.00
0
63
J-170
1,080.00
0
49
J-172
1,080.00
0
49
J-177
1,080.00
0
49
J-178
1,080.00
0
49
J-179
1,080.00
0
49
J-180
1,080.00
708
48
J-181
1,080.00
0
49
J-182
1,080.00
0
49
J-185
1,080.00
0
49
J-186
1,080.00
0
49
J-187
1,080.00
758
46
J-188
1,080.00
0
49
J-190
1,080.00
0
63
J-193
1,080.00
0
63
J-194
1,080.00
0
63
J-195
1,080.00
0
63
J-196
1,080.00
0
63
J-197
1,080.00
0
63
J-199
1,080.00
0
63
J-200
1,080.00
0
63
J-201
1,080.00
0
63
J-202
1,080.00
0
63
J-203
1,080.00
0
63
J-204
1,080.00
0
63
J-205
1,080.00
0
63
J-206
1,080.00
0
66
WATER-TEE-2 Valve Alt1 (Point)-34
1,080.00
0
66
WATER-TEE-2 Valve Alt1 (Point)-70
1,080.00
0
49
WATER-TEE-2 Valve Alt1 (Point)-75
1,080.00
0
49
WATER-TEE-2 Valve Alt1 (Point)-87
1,080.00
0
63
WATER-TEE-2 Valve Alt1 (Point)-89
1,080.00
0
63
WATER-TEE-2 Valve Alt1 (Point)-91
1,080.00
0
63
WATR-Tee (Point)-4
1,080.00
0
63
WATR-Tee (Point)-5
1,080.00
0
63
WATR-Tee (Point)-7
1,080.00
0
63
WATR-Tee (Point)-8
1,080.00
0
63
WATR-Tee (Point)-9
1,080.00
0
63
WATR-Tee (Point)-10
1,080.00
0
63
PHX81 - Domestic/Cooling Nodes Page 4/5
Domestic/Cooling Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
WATR-Tee (Point)-11
1,080.00
0
63
WATR-Tee (Point)-12
1,080.00
0
63
WATR-Tee (Point)-13
1,080.00
0
63
WATR-Tee (Point)-14
1,080.00
0
63
WATR-Tee (Point)-15
1,080.00
0
63
WATR-Tee (Point)-16
1,080.00
0
63
WATR-Tee (Point)-17
1,080.00
0
49
WATR-Tee (Point)-18
1,080.00
0
49
WATR-Tee (Point)-19
1,080.00
0
49
WATR-Tee (Point)-20
1,080.00
0
49
WATR-Tee (Point)-21
1,080.00
0
49
WATR-Tee (Point)-94
1,080.00
0
63
WATR-Tee (Point)-95
1,080.00
0
63
WATR-Tee (Point)-96
1,080.00
0
63
WATR-Tee (Point)-97
1,080.00
0
63
WATR-Tee (Point)-98
1,080.00
0
63
WATR-Tee (Point)-99
1,080.00
0
63
WATR-Tee (Point)-100
1,080.00
0
63
WATR-Tee (Point)-101
1,080.00
0
63
WATR-Tee (Point)-102
1,080.00
0
63
WATR-Tee (Point)-103
1,080.00
0
49
WATR-Tee (Point)-104
1,080.00
0
49
WATR-Tee (Point)-105
1,080.00
0
49
WATR-Tee (Point)-106
1,080.00
0
49
WATR-Tee (Point)-107
1,080.00
0
49
WATR-Tee (Point)-108
1,080.00
0
49
WATR-Tee (Point)-109
1,080.00
0
49
WATR-Tee (Point)-110
1,080.00
0
49
WATR-Tee (Point)-111
1,080.00
0
49
WATR-Tee (Point)-112
1,080.00
0
49
WATR-Tee (Point)-113
1,080.00
0
49
WATR-Tee (Point)-114
1,080.00
0
49
WATR-Tee (Point)-115
1,080.00
0
49
WATR-Tee (Point)-116
1,080.00
0
49
WATR-Tee (Point)-117
1,080.00
0
63
WATR-Tee (Point)-118
1,080.00
0
63
WATR-Tee (Point)-119
1,080.00
0
63
WATR-Tee (Point)-120
1,080.00
0
63
WATR-Tee (Point)-121
1,080.00
0
63
PHX81 - Domestic/Cooling Nodes Page 5/5
Domestic/Cooling Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
WATR-Tee (Point)-122
1,080.00
0
63
WATR-Tee (Point)-124
1,080.00
0
49
WATR-Tee (Point)-125
1,080.00
0
49
WATR-Tee-1 Valve (Point)-133
1,080.00
0
63
WATR-Tee-1 Valve (Point)-26
1,080.00
0
63
WATR-Tee-1 Valve (Point)-67
1,080.00
0
49
WATR-Tee-1 Valve (Point)-69
1,080.00
0
49
WATR-Tee-1 Valve (Point)-71
1,080.00
0
49
WATR-Tee-1 Valve (Point)-72
1,080.00
0
49
WATR-Tee-1 Valve (Point)-74
1,080.00
0
49
WATR-Tee-1 Valve (Point)-82
1,080.00
0
63
WATR-Tee-1 Valve (Point)-84
1,080.00
0
63
WATR-Tee-1 Valve (Point)-86
1,080.00
0
63
WATR-Tee-1 Valve (Point)-88
1,080.00
0
63
WATR-Tee-1 Valve (Point)-90
1,080.00
0
63
WATR-Tee-1 Valve (Point)-92
1,080.00
0
63
WATR-Tee-2 Valves (Point)-64
1,080.00
0
63
WATR-Tee-2 Valves (Point)-65
1,080.00
0
63
WATR-Tee-2 Valves (Point)-66
1,080.00
0
63
WATR-Tee-3 Valves (Point)-28
1,080.00
0
49
WATR-Tee-3 Valves (Point)-32
1,080.00
0
63
WATR-Tee-3 Valves (Point)-33
1,080.00
0
66
WATR-Tee-3 Valves (Point)-68
1,080.00
0
49
WATR-Tee-3 Valves (Point)-73
1,080.00
0
49
WATR-Tee-3 Valves (Point)-76
1,080.00
0
49
WATR-Tee-3 Valves (Point)-77
1,080.00
0
63
WATR-Tee-3 Valves (Point)-78
1,080.00
0
49
WATR-Tee-3 Valves (Point)-80
1,080.00
0
63
WATR-Tee-3 Valves (Point)-83
1,080.00
0
63
WATR-Tee-3 Valves (Point)-85
1,080.00
0
63
PHX81 - Hydrant Scenario Nodes Page 1/5
Hydrant Scenario Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
22.50 Degree Bend (Point)-43
1,080.00
0
3
22.50 Degree Bend (Point)-44
1,080.00
0
3
22.50 Degree Bend (Point)-45
1,080.00
0
3
22.50 Degree Bend (Point)-46
1,080.00
0
3
22.50 Degree Bend (Point)-51
1,080.00
0
3
22.50 Degree Bend (Point)-52
1,080.00
0
3
22.50 Degree Bend (Point)-53
1,080.00
0
3
22.50 Degree Bend (Point)-54
1,080.00
0
3
45 Degree Bend (Point)-22
1,080.00
0
-8
45 Degree Bend (Point)-23
1,080.00
0
-8
45 Degree Bend (Point)-24
1,080.00
0
-8
45 Degree Bend (Point)-25
1,080.00
0
-8
45 Degree Bend (Point)-39
1,080.00
0
4
45 Degree Bend (Point)-40
1,080.00
0
4
45 Degree Bend (Point)-41
1,080.00
0
4
45 Degree Bend (Point)-42
1,080.00
0
4
45 Degree Bend (Point)-47
1,080.00
0
-8
45 Degree Bend (Point)-48
1,080.00
0
-8
45 Degree Bend (Point)-49
1,080.00
0
-8
45 Degree Bend (Point)-50
1,080.00
0
-8
45 Degree Bend (Point)-59
1,080.00
0
-8
45 Degree Bend (Point)-60
1,080.00
0
-8
45 Degree Bend (Point)-61
1,080.00
0
-8
45 Degree Bend (Point)-62
1,080.00
0
-8
90 Degree (Point)-126
1,080.00
0
-8
90 Degree (Point)-127
1,080.00
0
-8
90 Degree (Point)-128
1,080.00
0
2
90 Degree (Point)-129
1,080.00
0
2
90 Degree (Point)-130
1,080.00
0
-8
90 Degree (Point)-131
1,080.00
0
-8
90 Degree (Point)-27
1,080.00
0
4
90 Degree (Point)-29
1,080.00
0
-8
90 Degree (Point)-30
1,080.00
0
-8
90 Degree (Point)-31
1,080.00
0
4
WATER-TEE-2 Valve Alt1 (Point)-34
1,080.00
0
8
189
1,080.00
0
8
WATER-TEE-2 Valve Alt1 (Point)-70
1,080.00
0
-8
WATER-TEE-2 Valve Alt1 (Point)-75
1,080.00
0
-8
WATER-TEE-2 Valve Alt1 (Point)-87
1,080.00
0
3
PHX81 - Hydrant Scenario Nodes Page 2/5
Hydrant Scenario Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
WATER-TEE-2 Valve Alt1 (Point)-89
1,080.00
0
4
WATER-TEE-2 Valve Alt1 (Point)-91
1,080.00
0
4
WATR-Tee (Point)-10
1,080.00
0
2
WATR-Tee (Point)-100
1,080.00
0
-2
WATR-Tee (Point)-101
1,080.00
0
0
WATR-Tee (Point)-102
1,080.00
0
-2
WATR-Tee (Point)-103
1,080.00
0
-8
WATR-Tee (Point)-104
1,080.00
0
-8
WATR-Tee (Point)-105
1,080.00
0
-8
WATR-Tee (Point)-106
1,080.00
0
-8
WATR-Tee (Point)-107
1,080.00
0
-8
WATR-Tee (Point)-108
1,080.00
0
-8
WATR-Tee (Point)-109
1,080.00
0
-8
WATR-Tee (Point)-11
1,080.00
0
2
WATR-Tee (Point)-110
1,080.00
0
-9
WATR-Tee (Point)-111
1,080.00
0
-9
WATR-Tee (Point)-112
1,080.00
0
-9
WATR-Tee (Point)-113
1,080.00
0
-9
WATR-Tee (Point)-114
1,080.00
0
-9
WATR-Tee (Point)-115
1,080.00
0
-8
WATR-Tee (Point)-116
1,080.00
0
-8
WATR-Tee (Point)-117
1,080.00
0
2
WATR-Tee (Point)-118
1,080.00
0
2
WATR-Tee (Point)-119
1,080.00
0
3
WATR-Tee (Point)-12
1,080.00
0
2
WATR-Tee (Point)-120
1,080.00
0
3
WATR-Tee (Point)-121
1,080.00
0
-1
WATR-Tee (Point)-122
1,080.00
0
-2
WATR-Tee (Point)-124
1,080.00
0
-9
WATR-Tee (Point)-125
1,080.00
0
-9
WATR-Tee (Point)-13
1,080.00
0
3
WATR-Tee (Point)-14
1,080.00
0
3
WATR-Tee (Point)-15
1,080.00
0
1
WATR-Tee (Point)-16
1,080.00
0
2
WATR-Tee (Point)-17
1,080.00
0
-8
WATR-Tee (Point)-18
1,080.00
0
-8
WATR-Tee (Point)-19
1,080.00
0
-8
WATR-Tee (Point)-20
1,080.00
0
-8
WATR-Tee (Point)-21
1,080.00
0
-8
PHX81 - Hydrant Scenario Nodes Page 3/5
Hydrant Scenario Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
WATR-Tee (Point)-4
1,080.00
0
3
WATR-Tee (Point)-5
1,080.00
0
3
WATR-Tee (Point)-7
1,080.00
0
3
WATR-Tee (Point)-8
1,080.00
0
3
WATR-Tee (Point)-9
1,080.00
0
3
WATR-Tee (Point)-94
1,080.00
0
0
WATR-Tee (Point)-95
1,080.00
0
-2
WATR-Tee (Point)-96
1,080.00
0
-2
WATR-Tee (Point)-97
1,080.00
0
-2
WATR-Tee (Point)-98
1,080.00
0
-1
WATR-Tee (Point)-99
1,080.00
0
-1
WATR-Tee-1 Valve (Point)-133
1,080.00
0
3
WATR-Tee-1 Valve (Point)-26
1,080.00
0
3
191
1,080.00
0
3
WATR-Tee-1 Valve (Point)-67
1,080.00
0
-8
WATR-Tee-1 Valve (Point)-69
1,080.00
0
-8
WATR-Tee-1 Valve (Point)-71
1,080.00
0
-8
WATR-Tee-1 Valve (Point)-72
1,080.00
0
-8
WATR-Tee-1 Valve (Point)-74
1,080.00
0
-8
WATR-Tee-1 Valve (Point)-82
1,080.00
0
3
WATR-Tee-1 Valve (Point)-84
1,080.00
0
3
WATR-Tee-1 Valve (Point)-86
1,080.00
0
3
WATR-Tee-1 Valve (Point)-88
1,080.00
0
4
WATR-Tee-1 Valve (Point)-90
1,080.00
0
4
WATR-Tee-1 Valve (Point)-92
1,080.00
0
4
WATR-Tee-2 Valves (Point)-64
1,080.00
0
3
WATR-Tee-2 Valves (Point)-65
1,080.00
0
4
WATR-Tee-2 Valves (Point)-66
1,080.00
0
4
WATR-Tee-3 Valves (Point)-28
1,080.00
0
-8
WATR-Tee-3 Valves (Point)-32
1,080.00
0
4
WATR-Tee-3 Valves (Point)-33
1,080.00
0
8
190
1,080.00
0
8
WATR-Tee-3 Valves (Point)-68
1,080.00
0
-8
WATR-Tee-3 Valves (Point)-73
1,080.00
0
-8
WATR-Tee-3 Valves (Point)-76
1,080.00
0
-8
WATR-Tee-3 Valves (Point)-77
1,080.00
0
3
WATR-Tee-3 Valves (Point)-78
1,080.00
0
-8
213
1,080.00
0
-8
WATR-Tee-3 Valves (Point)-80
1,080.00
0
3
PHX81 - Hydrant Scenario Nodes Page 4/5
Hydrant Scenario Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
215
1,080.00
0
4
WATR-Tee-3 Valves (Point)-83
1,080.00
0
3
WATR-Tee-3 Valves (Point)-85
1,080.00
0
3
J-104
1,080.00
0
2
J-105
1,080.00
0
0
J-109
1,080.00
0
3
J-112
1,080.00
0
3
J-118
1,080.00
0
-8
J-119
1,080.00
0
-9
J-123
1,080.00
0
-8
J-124
1,080.00
0
-8
J-125
1,080.00
0
-8
J-126
1,080.00
0
-8
J-127
1,080.00
0
-8
J-128
1,080.00
0
-8
J-129
1,080.00
0
-9
J-130
1,080.00
0
-9
J-131
1,080.00
0
-8
J-132
1,080.00
0
-8
J-133
1,080.00
0
-9
J-134
1,080.00
0
-9
J-135
1,080.00
0
-8
J-136
1,080.00
0
-8
J-137
1,080.00
0
4
J-138
1,080.00
0
4
J-140
1,080.00
0
3
J-141
1,080.00
0
4
J-142
1,080.00
0
4
J-143
1,080.00
0
3
J-144
1,080.00
0
-2
J-145
1,080.00
0
3
J-146
1,080.00
0
4
J-149
1,080.00
0
3
J-151
1,080.00
0
2
J-152
1,080.00
0
-2
J-153
1,080.00
0
2
J-154
1,080.00
0
0
J-155
1,080.00
0
2
J-156
1,080.00
0
3
PHX81 - Hydrant Scenario Nodes Page 5/5
Hydrant Scenario Nodes
Label
Elevation (ft)
Demand (gpm)
Pressure (psi)
J-157
1,080.00
0
3
J-158
1,080.00
0
3
J-159
1,080.00
0
3
J-77
1,080.00
0
3
J-170
1,080.00
0
-8
J-172
1,080.00
0
-8
J-177
1,080.00
0
-8
J-178
1,080.00
0
-8
J-179
1,080.00
0
-8
J-180
1,080.00
708
-10
J-181
1,080.00
0
-9
J-182
1,080.00
0
-8
J-185
1,080.00
0
-8
J-186
1,080.00
0
-8
J-187
1,080.00
758
-11
J-188
1,080.00
0
-8
J-190
1,080.00
0
2
J-193
1,080.00
0
3
J-194
1,080.00
0
3
J-195
1,080.00
0
3
J-196
1,080.00
0
4
J-197
1,080.00
0
4
J-199
1,080.00
0
3
J-200
1,080.00
0
-1
J-201
1,080.00
0
-2
J-202
1,080.00
0
-1
J-203
1,080.00
0
2
J-204
1,080.00
0
-2
J-205
1,080.00
0
3
J-206
1,080.00
0
9
Hydrants
Label Elevation (ft)
Demand (gpm)
Pressure (psi)
H-3
1,080.00
0
4
H-4
1,080.00
1,000
-1
H-5
1,080.00
1,000
-1
H-6
1,080.00
0
4
H-7
1,080.00
0
2
Appendix C
Vicinity Map
Figure 1: Vicinity Map
Appendix D
Water Model Exhibit
6
6
6
DYSART ROAD
OLIVE AVENUE
DYSART ROAD
DYSART ROAD
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
OLIVE AVENUE
KEEP CLEAR
SLOW
ENTRY
EXIT
KEEP CLEAR
SLOW
KEEP CLEAR
KEEP CLEAR
SLOW
STOP
STOP
SLOW
VISITOR
EMPLOYEE
STOP
EXIT
SLOW
KEEP CLEAR
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
KEEP CLEAR
KEEP CLEAR
STOP
SLOW
EXIT
SLOW
ENTRY
STOP
PHX 80
FFE = 1091'
PHX 81
FFE = 1091'