Application Packet

City of El Mirage — Regular Meeting (2020-09-10)

Extracted text (via pymupdf) 40329 characters

Zoning Application Submittal

for

The Fairways Unit II at Pueblo El Mirage RV Resort

To allow for the development of a 21-lot single-family residential
development on approximately 2.71 acres located at the vicinity of the
northwest corner of 17th Avenue and Park Place in City of El Mirage,
Arizona

APN Numbers 501-86-558A, 501-85-931A & 501-85-810B

Submittal date:
April 15, 2020

VICINITY MAP
N
n.t.s.

Zoning Application Narrative for a proposed 21-lot SFR Development
The Fairways Unit II at Pueblo El Mirage RV Resort
Page 2 of 3

Introduction & Purpose of Request:

This application seeks an approval for developing a 21 Single Family Residential
development known as The Fairways Unit II at Pueblo El Mirage RV Resort on
approximately 2.71 acres located at the vicinity of the northwest corner of 17th Avenue
and Park Place in the City of El Mirage, Maricopa County, Arizona.

The APN are 501-86-558A, 501-85-931A & 501-85-810B.

The site was originally part of the Fairways subdivision development and was
encumbered by FEMA (Federal Emergency Management Agency) defined special flood
hazard zone “AE” designation. To facilitate an easier development for the Fairways, the
developer had elected, back then, to remove these specific 21 lots from the Fairways
development so that all developed lots are completely outside the special flood-hazard
“AE” zone. The Fairways development proceeded on that basis and was City approved
and its final plat was recorded at Maricopa County Recorder Office in Book 775, Page
43, M.C.R. The Fairways development has since been developed.
Since that time, the Flood Control District of Maricopa County (FCDMC) has designed
and built a regional stormwater detention facility located directly upstream of the
Fairways development (southwest corner of El Mirage Road Cactus Roads) and re-
mapped the entire floodplain limit inclusive of the floodplain limits within Pueblo El
Mirage RV Resort. This re-mapping process, due to the installation of the regional
stormwater storage facility, resulted in a large reduction of flow and floodplain limits.
The re-mapping process was County and FEMA approved and was adopted by FEMA
and as such the FEMA floodplain limit lines were reduced in width causing the area of
the originally excluded 21 lots of the Fairways to be removed from the original floodplain
limits.
Now that these originally excluded 21 lot of the Fairways are outside the FEMA defined
floodplain limits, the property owners elected to develop them, as was the original intend
back in 2007, hence this approval request.

Included with this zoning application narrative report submittal are:

1. The zoning application

2. The proposed 21 lots final plat named as The Fairways Unit II

3. Development drainage report outlining the proposed stormwater management
and all floodplain relate data

4. Development sewer design “basis of design” report outlining the proposed
wastewater management system

Zoning Application Narrative for a proposed 21-lot SFR Development
The Fairways Unit II at Pueblo El Mirage RV Resort
Page 3 of 3

5. Development water distribution system “basis of design” report outlining the
proposed water distribution system

6. Processing Fee

It should be noted that access to these proposed 21 lots shall be through the existing
fully improved street known as 17th Avenue, where all of these 21 lots directly abut.

Site Information:

APN:
501-86-558A, 501-85-931A & 501-85-810B
Site Size:
2.71 acres
Location:
Vicinity of the northwest corner of 17th Avenue and Park Place, in the City
of El Mirage, Arizona

Applicant:

SKG Enterprises, Inc.
ATTN:
Shakir Gushgari, PE
9260 E. Raintree Drive, Suite 140
Scottsdale, AZ 85260

Phone:
480-998-5600
Fax:
480-998-5603
Email:
shakirg@skgaz.com

WASTEWATER (SEWER) COLLECTION SYSTEM
BASIS OF DESIGN REPORT
For
The Fairway II Improvement Plan
Pueblo El Mirage RV Resort

Prepared By:
SKG Enterprises, Inc.
9260 E. Raintree Drive

Suite 140

Scottsdale, Arizona 85260

April 2020

TABLE OF CONTENTS

1.0
INTRODUCTION .......................................................................................................................................... 1
2.0
PROPOSED WASTEWATER COLLECTION SYSTEM ........................................................................ 3
3.0
ESTIMATED PEAK DISCHARGE ............................................................................................................. 3
4.0
CONCLUSIONS ............................................................................................................................................. 4

EXHIBITS

EXHIBIT

DESCRIPTION

1
Parcel Location Map

2
Hydraulic Calculation

3
Improvement Plans “Fairways II”

APPENDIX

DESCRIPTION

COEM Collection System Design Criteria

Pueblo El Mirage RV Resort - Sewer BOD Report

The Fairways II

1.0
INTRODUCTION
This wastewater (sewer) basis of design (BOD) report is generated in order to analyze the
hydraulics of the proposed sanitary sewer system described herein. The purpose of this
proposed sanitary sewer system is to provide wastewater services to the 21 lots within the
property located directly to the southwest of the existing development known as “The
fairways” as recorded in Book 775, Page 43, of Maricopa County Recorder Office,
Maricopa County, Arizona. This project is referred to as “The Fairways II” within the
Pueblo El Mirage R.V. Resort and is approximately 2.71-acre in size. It falls within the
City of El Mirage Quarter Section map number 20-02. A parcel location map is given in
“Exhibit 1” below.

Currently there is no wastewater generated from the parcel described above. The
proposed sewer system involves the addition of 1,375 of 8” (PVC-SDR-35) of sewer line
material to ultimately tie-in to an existing manhole located adjacent to the southeast
corner of the project parcel. As such, this wastewater (sewer) BOD report is generated to
support the sewer system project denoted “The Fairways II Improvement Plan”.

The proposed “Fairways II improvement plan” and more specifically the Sewer plans
within the improvement plan set is discussed in greater detail in subsequent sections of
this report.

Pueblo El Mirage RV Resort - Sewer BOD Report

The Fairways II

Exhibit 1 – Parcel Location Map

Pueblo El Mirage RV Resort - Sewer BOD Report

The Fairways II

2.0
PROPOSED WASTEWATER COLLECTION SYSTEM
The existing sewer manhole to tie into is located within the existing development of the
Fairways (as recorded in Book 775, Page 43, M.C.R.) and consists of an 8” PVC sewer
with the following existing data:

Existing Manhole (Southeastern section within APN 501-86-408A)
1. Existing Rim Elevation

1112.32
2. Existing Flow Line Elevation (E)
1104.32
3. Existing Manhole depth

8 feet
4. Sewer Line Size

8-inch diameter

The proposed sewer line is proposed to be of (1) 1,375’ of 8-inch diameter PVC-SDR-35
material sloping at a minimum of 0.33%, (2) 3-each of 4” sewer cleanouts, (3) 21-each of
4” sewer services and (4) 3-each of 4’ diameter manholes. The line will be designed to
attain a minimum scouring velocity of 2.0 feet-per-second (fps) when flowing full (d/D =
0.65) and a minimum slope rate of 0.33%. Once the proposed Sewer plans are city
approved, it is the intent that construction activity will commence shortly thereafter.

3.0
ESTIMATED PEAK DISCHARGE

The estimated wastewater generation from the subject development (21 residential lots) is
estimated based on the parameters shown in the table below.

Land use
Person/
House
Hold
Average
Daily
Flow/
House
Hold
Total
Average
Daily Flow
Peak
Factor
Peak
Flow/
House
Hold
Total
Peak
Flow
(dry)
Wet
Weather
Factor
Total
Peak
Flow
(wet)
Residential
3.4
210 gpd
4,410 gpd
4.0
840
gpd
17,640
gpd
1.17
20,639
gpd
gpd: gallons per day

Pueblo El Mirage RV Resort - Sewer BOD Report

The Fairways II

It should be noted that the proposed 8” line capacity exceeds both the estimated total
average daily flow and the estimated total peak flow generated from the contributing 21
lots into this sewer system. Exhibit 2 presents hydraulic calculation of the proposed 8”
sewer line with the estimated total average daily flow of 4,410 gpd (or 0.01 CFS), the
estimated total peak flow (dry) of 17,640 gpd (or 0.03 CFS), the estimated total peak flow
(wet) of 20,639 gpd (or 0.04 CFS), and the flow at maximum volume (d/D=0.65).

City of El Mirage requirements state dry weather peak flow must not exceed a d/D of
0.50 and wet weather peak flow must not exceed a d/D of 0.90. Under the proposed
design, dry weather peak flow d/D = 0.15, and wet weather peak flow d/D = 0.16, both of
which are well within the maximum limits set forth by the City of El Mirage.

The proposed improvement plans for The Fairways II are shown in Exhibit 3 of this
report.

4.0
CONCLUSIONS

 The project is located in City of El Mirage corporate limit.
 The proposed sewer system is designed in accordance with the City of El Mirage and
Policies and designed to be composed of 8-inch diameter pipe of a PVC, SDR-35
material with a minimum slope rate of 0.33%.

Exhibit 2
Hydraulic Calculations

8", 4,410 GPD Flow
TOTAL AVERAGE DAILY FLOW
The Fairways II

8", 17,640 GPD Flow
TOTAL PEAK FLOW (DRY)
The Fairways II

8", 22,639 GPD Flow
TOTAL PEAK FLOW (WET)
The Fairways II

8", Maximum Volume
MAX VOLUME
The Fairways II

Exhibit 3
Improvement Plans For
The Fairways II

design
job no.
revisions
date
approved
sheet
127-13
SKG
SKG
SKG ENTERPRISES, INC.
9260 E. RAINTREE DRIVE
SUITE 140
SCOTTSDALE, AZ. 85260
PH) 480-998-5600
FAX) 480-998-5603
WWW.SKGAZ.COM
PROJECT NO.
04/2020
CITY OF EL MIRAGE, MARICOPA COUNTY, ARIZONA
THE FAIRWAYS II IMPROVEMENT PLANS
of
5
PUEBLO EL MIRAGE R.V. RESORT - THE FAIRWAYS II IMPROVEMENT PLANS
COVER SHEET
1

PUEBLO EL MIRAGE R.V. RESORT -THE FAIRWAYS II IMPROVEMENT PLANS

Appendix A
COEM Collection System
Design Criteria

Water and Wastewater Master Plan

December 2014
13-004

4-8
TABLE 4-9: COLLECTION SYSTEM DESIGN CRITERIA SUMMARY
PARAMETER
CRITERIA
Flow Velocity in feet per second (fps)
Gravity Mains

2 fps <= V <= 6 fps*
*For controlling odors
Maximum of 8 fps
Force Mains
3 fps <= V <= 7 fps
Flow Depth, d/D (for dry weather peak hour flows)
d/D for new sewers with diameters less than 10 inches
d/D for new sewers with diameters above 12 inches

0.50
0.75 (A.A.C. R18-9-E301.D.e.iii)
Peaking Factors (See Section 4.4.1)
Dry Weather Peak Factors (Applied to Average Flows)
Wet Weather Peak Factors (Applied to Peak Flows)

Per A.A.C. R18-9-E301-D
1.17
Flow Depth, d/D (for wet weather peak hour flows)
d/D for designing new sewer pipes
d/D for evaluating existing pipes in developed areas
<0.90
<1.00
Headloss in Existing Pipes
Gravity Pipes
Pressure Pipes

Manning’s n = 0.013
Hazen Williams’s C = 120
Changes in Pipe Size
When smaller sewer joins a larger one

Sewer crowns will be matched
Headloss at Manholes
Manholes with pipelines intersecting at >=90 degrees
Manholes with pipelines intersecting at < 90 degrees

Provide 0.2’ Invert Drop
Provide 0.1’ Invert Drop
4.4.2
Peaking Factors
For sewer collection system planning, dry weather peaking factors were applied to the
projected average day sewer flows. Peaking factor equations were obtained from the
Arizona Administrative Code Section R18-9-E301-D. Table 4-10 briefly summarizes
the peaking factors equations utilized.

Water and Wastewater Master Plan

December 2014
13-004

4-9
TABLE 4-10: PEAKING FACTORS FOR COLLECTION SYSTEM DESIGN
Upstream Population
Dry Weather Peaking Factor
100
3.62
200
3.14
300
2.90
400
2.74
500
2.64
600
2.56
700
2.50
800
2.46
900
2.42
1,000
2.38
1,001 to 10,000
PF = (6.330 x p-0.231)+1.094
10,001 to 100,000
PF = (6.117 x p-0.233)+1.128
PF = Dry Weather Peaking Factor
P = Upstream Population
Source: Arizona Administrative Code R18-9-E301-D
Figure 4-3 illustrates the peak dry peaking factors based on average flows. The flows
were calculated based on the upstream population, presented in Table 4-10 and the
adopted GPCD of 58.5 for the area north of Peoria Avenue.

Wet weather factors were then applied to the predicted dry weather flows. The evaluation
of the hourly influent flows to El Mirage WWTP during rainfall events in the month of
July 2013 resulted in a wet weather peaking factor of 17% of the average daily sewer
flow. Data collected and the analysis results are presented in Appendix H. The adopted
wet weather factor is similar to factors used by surrounding cities in the Phoenix
Metropolitan Area for master planning purposes.

WATER DISTRIBUTION SYSTEM
BASIS OF DESIGN REPORT
FOR
THE FAIRWAYS II

Prepared For:

Pueblo El Mirage RV Resort
8350 E. Raintree Drive
Suite 220
Scottsdale, AZ 85260

Prepared By:

SKG ENTERPRISES, INC.
9260 E. Raintree Drive
Suite 140
Scottsdale, AZ 85260
Ph: (480) 998-5600

Fax: (480) 998-5603
www.skgaz.com

SKG Job No. 127-13
April 2020

COEM#: E xx-xxxx

TABLE OF CONTENTS

1.0
INTRODUCTION .......................................................................................................................................... 3
2.0
EXISTING WATER DISTRIBUTION SYSTEM ....................................................................................... 4
3.0
WATER DEMAND ........................................................................................................................................ 4
4.0
PROPOSED ONSITE WATER DISTRIBUTION SYSTEM ..................................................................... 5
5.0
CONCLUSIONS ............................................................................................................................................. 6

EXHIBITS

Exhibit 1 - Site Location Map
Exhibit 2 - Proposed Onsite Water System Schematic

APPENDICIES

Appendix A - Fire Hydrant Flow Test Results
Appendix B - International Fire Code 2018, Section B105, Table B105.1(1)
Appendix C – Hydraulic Modeling Results
Appendix D – City of El Mirage Water System Sizing Criteria
Appendix E – Arizona Administrative Code, Title 18, Chapter 9

3
1.0
INTRODUCTION
This report is prepared in partial fulfillment of the improvement plans submittal
requirement for the development of 21 lots denoted “The Fairways II” within the master
planned community “Pueblo El Mirage RV Resort” in El Mirage, Arizona. The proposed
lot design is located along the southeast corners of an existing development known as
The Fairways as recorded in Book 775, Page 43 of Maricopa County Recorder Office,
Maricopa County, Arizona, and consisting of 2.71 acres in size. The Fairways II
proposed Development lies within the City of El Mirage Quarter Section number 20-02.
See Vicinity Map (Exhibit 1) for the general site location.
The Fairways II development consists of 21-residntial units of 58’ wide by 80’ deep in
dimension. The general terrain of the subject parcel slopes from northeast to southwest at
a relatively flat slope rate.
Exhibit 1 – Site Location Map
The purpose of this report is to describe the water distribution system proposed for this
project including water demand and connection to the existing water distribution system.

2.0
EXISTING WATER DISTRIBUTION SYSTEM

According to “ IMPROVEMENT PLANS FOR THE FAIRWAYS AT EL MIRAGE
R.V. RESORT” originally prepared by SKG Enterprises, Inc., a 6” polyvinyl chloride
(PVC) waterline exists near the proposed Fairways II easterly boundary line. The
proposed development of the Fairways II will connect to this existing 10” PVC, as
depicted in Exhibit 2 of this report.

3.0
WATER DEMAND

As noted, the Fairways II site is a single family residential development, comprising of
21 lots. The average day and peak day demand for these lots were calculated based on
the City of El Mirage Water and Wastewater Master Plan dated December 2014 and fire
flow demand were adopted as per Appendix B, Section B105, Table B105.1(1) of the
2018 International fire code are summarized in below tables.
Average day demand (gallon/day/unit)
250
Maximum Day Demand
1.7x average day demand
Peak Hour Demand
1.7 x max day demand
Fire flow (gallons per minute)
1,500

While Table B105.1(1) of Appendix B dictates a fire flow of 1,000 GPM, for
conservative purposes a fire flow value of 1,500 GPM was used for fire flow modeling
and analysis. Detailed demand computation for each junction is summarized in Appendix
C of this report.

4.0
PROPOSED ONSITE WATER DISTRIBUTION SYSTEM

The proposed onsite water distribution system shall consist of installing an 8” PVC-
AWWA-C900 (PVC) pressure class 200 waterline within the 8’ rear lot setback, and
installation of 1” “Type K” copper water service from the individual lots to the
aforementioned proposed 8” PVC waterline. The water line is proposed to be designed
within a proposed 8’ wide easement. The proposed onsite water system is shown on
Exhibit 2 of this report.

A fire hydrant test was conducted by Hydra Contracting on February 19, 2019.
According to Hydra Contracting test results, the tested two fire hydrants (#F7 & #F67)
recorded a static pressure of 70-psi each and a residual pressure of 55 and 48-psi,
respectively with a test flow of 1060 and 918-gpm respectively (see Appendix A).The
fire hydrant test results were utilized to model the onsite water distribution system using
WaterCAD. Four scenarios were modeled:

1. Average day
2. Maximum (peak) day
3. Maximum (peak) day + Fire Flow (1,500 gpm)
4. Peak hour

The proposed onsite water distribution is presented on Exhibit 2 and the hydraulic
modeling results are included in Appendix D. Based on these results, the proposed onsite
water system meets minimum and maximum pressure requirement of 40 pounds per
square inch (psi) and 100 psi, respectively for all scenarios.

Automated fire flow analysis was performed using WaterCAD software by assigning
demand of 1500 gpm for each node. Maximum velocity is found to be 7.36 fps in pipe
P-8 when a demand of 1500 gpm is applied at junction J-7. Fire flow results are included
in Appendix C of this report.

5.0
CONCLUSIONS

Construct the onsite potable water and fire lines as shown on Exhibit 2. The proposed
onsite water system is in general conformance with the requirements outlined in the City
of El Mirage Development Standards and Summary of results are tabulated below.

Summary of Water System Analysis Results
Scenarios
Total
Demand
gpm
Velocity (ft/s)
Pressure (psi)
Head loss
(ft/1000 ft)

Maximum
Max.
Permissible
Minimum
Min.
Permissible
Maximum
Max.
Permissible
Average Day
3.65
2.62
5
70
40
0.93
10
Maximum Day
6.20
2.63
5
70
40
0.93
10
Maximum Day
+ Fire Flow
1506.20
7.36
10
67
20
0.93
10
Peak Hour
10.54
2.64
7
70
40
0.92
10

EXHIBIT 2
Proposed Onsite Water
System

Exhibit 2 Proposed Water System Schematic
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
10" EX. WAT
10" EX. WAT
10" EX. WAT
6" EX. WAT
6" EX. WAT
P-8
P-5
P-4
P-2
P-1
J-2
J-1
J-7
J-6
J-5
J-4
J-3
R-1
R-2
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/15/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg
APPROX. LOCATION
FH#67
STATIC: 70
RESIDUAL: 48
PITOT: 30
GPM: 918
APPROX. LOCATION
FH#7
STATIC; 70
RESIDUAL: 55
PITOT; 40
GPM: 1060

APPENDIX A
Fire Hydrant Flow Test
Results

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
20858E43-814F-4E1C-B375-2DA6177BB6D6
Location
Client
PUEBLO EL MIRAGE
Hydrant #
F7
Address
11201 N. El Mirage rd
City
El Mirage
State
AZ
Zip Code
85335
Hydrant Assessment
Type of Hydrant
Mueller
Summary of Hydrant disfunction
No deficiencies
Assessment Photo
Trouble Codes
Trouble Codes
ND = no deficiencies
Repair

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
20858E43-814F-4E1C-B375-2DA6177BB6D6
Upper Barrel
Lower Barrel
Hydrant Greased
Hydrant Flushed
Hydrant Painted
Repair summary

After Service
GPS Location
Summary

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
20858E43-814F-4E1C-B375-2DA6177BB6D6
Notes & Comments
STATIC-70
RESIDUAL-55
PITOT-40
GPM 1060
Hydrant Technician
David Munoz
Project Manager
David Munoz ROC #283661, UFM4 #CSA21277
exp 6/20
Date
02/19/2019

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
BB67F082-3B8E-448D-AFBE-3A2B77FCFD48
Location
Client
PUEBLO EL MIRAGE
Hydrant #
F67
Address
11201 N. El Mirage rd
City
El Mirage
State
AZ
Zip Code
85335
Hydrant Assessment
Type of Hydrant
Mueller
Summary of Hydrant disfunction
No deficiencies
Assessment Photo
Trouble Codes
Trouble Codes
ND = no deficiencies
Repair

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
BB67F082-3B8E-448D-AFBE-3A2B77FCFD48
Upper Barrel
Lower Barrel
Hydrant Greased
Hydrant Flushed
Hydrant Painted
Repair summary

After Service
GPS Location
Summary

Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
BB67F082-3B8E-448D-AFBE-3A2B77FCFD48
Notes & Comments
STATIC-70
RESIDUAL-48
PITOT-30
GPM 918
Hydrant Technician
David Munoz
Project Manager
David Munoz ROC #283661, UFM4 #CSA21277
exp 6/20
Date
02/19/2019

APPENDIX B
International Fire Code 2018,
Section B105, Table B105.1(1)

APPENDIX C
Hydraulic Modeling Results

Junction #
Number of Units
Average Day
Demand (gpd)
Average Day Flow
(gpm)
Maximum Day
Demand (gpm)
Peak Hour
Flow (gpm)
A
B
C=B X 250
D=C/1440
E=D*1.7
F=E*1.7
1
3
750
0.52
0.89
1.51
2
2
500
0.35
0.59
1.00
3
2
500
0.35
0.59
1.00
4
4
1000
0.69
1.18
2.01
5
5
1250
0.87
1.48
2.51
6
3
750
0.52
0.89
1.51
7
2
500
0.35
0.59
1.00
Design Criteria:
1. Average Daily Consumption = 250 gpd
2. Average total daily consumption = No. of Units X 250 gpd
4. Maximum Day Flow Rate = 1.7 X Avg Day Flow
5. Peak Hour Flow Rate = 1.7 X Peak Day Flow
5. Fire Flow = 1500 gpm for Mobile home/Trailer
6. Hazen-Williams Co-efficient for PVC, C=150
Water Demand Computation - THE FAIRWAYS II
APPENDIX C

Average Day
Scenario
Flow Results

Active Scenario: Average Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
10" EX. WAT
10" EX. WAT
10" EX. WAT
6" EX. WAT
6" EX. WAT
P-8
P-5
P-4
P-2
P-1
J-2
J-1
J-7
J-6
J-5
J-4
J-3
R-1
R-2
Color Coding Legend
Pipe: Velocity (ft/s)
<=
0.00
<=
2.00
<=
3.00
<=
5.00
Other
Color Coding Legend
Junction: Pressure (psi)
<=
40
<=
70
<=
80
<=
100
Other
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/15/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg
APPROX. LOCATION
FH#67
STATIC: 70
RESIDUAL: 48
PITOT: 30
GPM: 918
APPROX. LOCATION
FH#7
STATIC; 70
RESIDUAL: 55
PITOT; 40
GPM: 1060

Active Scenario: Average Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Headloss
(ft)
Headloss
Gradient
(ft/ft)
Hydraulic
Grade
(Stop)
(ft)
Hydraulic
Grade (Start)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Length
(User
Defined)
(ft)
Stop
Node
Start
Node
Status
(Initial)
Hazen-
Williams C
Material
ID
Diameter
(in)
Label
0.10
0.001
1,268.98
1,269.08
1.66
407.26
106.29
R-1
J-1
Open
150.0
PVC
38
10.0
P-1
0.28
0.001
1,269.08
1,269.36
1.67
407.78
317.13
J-1
J-2
Open
150.0
PVC
39
10.0
P-2
0.06
0.003
1,269.36
1,269.42
2.60
408.13
23.30
J-2
J-3
Open
150.0
PVC
40
8.0
P-3
0.45
0.003
1,269.42
1,269.87
2.61
408.48
168.21
J-3
J-4
Open
150.0
PVC
41
8.0
P-4
0.93
0.003
1,269.87
1,270.80
2.61
409.17
346.49
J-4
J-5
Open
150.0
PVC
42
8.0
P-5
0.83
0.003
1,270.80
1,271.63
2.62
410.04
307.41
J-5
J-6
Open
150.0
PVC
43
8.0
P-6
0.86
0.003
1,271.82
1,272.68
2.62
410.91
320.37
J-7
R-2
Open
150.0
PVC
66
8.0
P-8
0.19
0.003
1,271.63
1,271.82
2.62
410.56
70.57
J-6
J-7
Open
150.0
PVC
67
8.0
P-7
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/15/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg

Active Scenario: Average Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
0.52
163.48
71
1,269.08
1,105.60
J-1
0.35
162.98
71
1,269.36
1,106.38
J-2
0.35
162.55
70
1,269.42
1,106.87
J-3
0.69
160.89
70
1,269.87
1,108.98
J-4
0.87
165.14
71
1,270.80
1,105.66
J-5
0.52
161.60
70
1,271.63
1,110.03
J-6
0.35
160.68
70
1,271.82
1,111.14
J-7
Page 1 of 1
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

Active Scenario: Average Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,268.98
-407.26
1,268.98
R-1
1,272.68
410.91
1,272.68
R-2
Page 1 of 1
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

Maximum Day
Scenario
Flow Results

Active Scenario: Maximum Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
10" EX. WAT
10" EX. WAT
10" EX. WAT
6" EX. WAT
6" EX. WAT
APPROX. LOCATION
FH#7
STATIC; 70
RESIDUAL: 55
PITOT; 40
GPM: 1060
P-8
P-5
P-4
P-2
P-1
J-2
J-1
J-7
J-6
J-5
J-4
J-3
R-1
R-2
Color Coding Legend
Pipe: Velocity (ft/s)
<=
0.00
<=
2.00
<=
3.00
<=
5.00
Other
Color Coding Legend
Junction: Pressure (psi)
<=
40
<=
70
<=
80
<=
100
Other
Page 1 of 1
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg
APPROX. LOCATION
FH#67
STATIC: 70
RESIDUAL: 48
PITOT: 30
GPM: 918

Active Scenario: Maximum Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Headloss
(ft)
Headloss
Gradient
(ft/ft)
Hydraulic
Grade
(Stop)
(ft)
Hydraulic
Grade (Start)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Length
(User
Defined)
(ft)
Stop
Node
Start
Node
Status
(Initial)
Hazen-
Williams C
Material
ID
Diameter
(in)
Label
0.09
0.001
1,268.98
1,269.07
1.66
405.63
106.29
R-1
J-1
Open
150.0
PVC
38
10.0
P-1
0.28
0.001
1,269.07
1,269.36
1.66
406.52
317.13
J-1
J-2
Open
150.0
PVC
39
10.0
P-2
0.06
0.003
1,269.36
1,269.42
2.60
407.11
23.30
J-2
J-3
Open
150.0
PVC
40
8.0
P-3
0.45
0.003
1,269.42
1,269.87
2.60
407.70
168.21
J-3
J-4
Open
150.0
PVC
41
8.0
P-4
0.93
0.003
1,269.87
1,270.79
2.61
408.88
346.49
J-4
J-5
Open
150.0
PVC
42
8.0
P-5
0.83
0.003
1,270.79
1,271.62
2.62
410.36
307.41
J-5
J-6
Open
150.0
PVC
43
8.0
P-6
0.87
0.003
1,271.81
1,272.68
2.63
411.84
320.37
J-7
R-2
Open
150.0
PVC
66
8.0
P-8
0.19
0.003
1,271.62
1,271.81
2.62
411.25
70.57
J-6
J-7
Open
150.0
PVC
67
8.0
P-7
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg

Active Scenario: Maximum Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
0.89
163.47
71
1,269.07
1,105.60
J-1
0.59
162.98
71
1,269.36
1,106.38
J-2
0.59
162.55
70
1,269.42
1,106.87
J-3
1.18
160.89
70
1,269.87
1,108.98
J-4
1.48
165.13
71
1,270.79
1,105.66
J-5
0.89
161.59
70
1,271.62
1,110.03
J-6
0.59
160.67
70
1,271.81
1,111.14
J-7
Page 1 of 1
27 Siemon Company Drive Suite 200 W
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

Active Scenario: Maximum Day
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,268.98
-405.63
1,268.98
R-1
1,272.68
411.84
1,272.68
R-2
Page 1 of 1
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Bentley WaterCAD V8i (SELECTseries 4)
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Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

Maximum Day +
FIRE Flow
Scenario
Flow Results.

Active Scenario: Maximum Day+Fire Flow
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
10" EX. WAT
10" EX. WAT
10" EX. WAT
6" EX. WAT
6" EX. WAT
P-8
P-5
P-4
P-2
P-1
J-2
J-1
J-7
J-6
J-5
J-4
J-3
R-1
R-2
Color Coding Legend
Pipe: Velocity (ft/s)
<=
0.00
<=
2.00
<=
5.00
<=
10.00
Other
Color Coding Legend
Junction: Pressure (psi)
<=
20
<=
30
<=
50
<=
100
Other
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg
APPROX. LOCATION
FH#67
STATIC: 70
RESIDUAL: 48
PITOT: 30
GPM: 918
APPROX. LOCATION
FH#7
STATIC; 70
RESIDUAL: 55
PITOT; 40
GPM: 1060
P-7
P-6

Active Scenario: Maximum Day+Fire Flow
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Velocity of
Maximum
Pipe
(ft/s)
Is Fire
Flow Run
Balanced?
Junction w/
Minimum
Pressure
(Zone)
Pressure
(Calculated
Residual)
(psi)
Pressure
(Residual
Lower
Limit)
(psi)
Flow (Total
Available)
(gpm)
Flow (Total
Needed)
(gpm)
Fire Flow
(Available)
(gpm)
Fire Flow
(Needed)
(gpm)
Satisfies Fire
Flow
Constraints?
Label
4.32
True
J-4
70
20
1,501.89
1,500.89
1,501.00
1,500.00
True
J-1
3.94
True
J-4
70
20
1,501.59
1,500.59
1,501.00
1,500.00
True
J-2
6.03
True
J-4
69
20
1,501.59
1,500.59
1,501.00
1,500.00
True
J-3
5.31
True
J-7
68
20
1,502.18
1,501.18
1,501.00
1,500.00
True
J-4
5.61
True
J-7
69
20
1,502.48
1,501.48
1,501.00
1,500.00
True
J-5
6.95
True
J-7
68
20
1,501.89
1,500.89
1,501.00
1,500.00
True
J-6
7.36
True
J-6
67
20
1,501.59
1,500.59
1,501.00
1,500.00
True
J-7
Page 1 of 1
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+1-203-755-1666
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg

Peak Hour
Scenario
Flow Results

Active Scenario: Peak Hour
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
10" EX. WAT
10" EX. WAT
10" EX. WAT
6" EX. WAT
6" EX. WAT
P-8
P-5
P-4
P-2
P-1
J-2
J-1
J-7
J-6
J-5
J-4
J-3
R-1
R-2
Color Coding Legend
Pipe: Velocity (ft/s)
<=
0.00
<=
2.00
<=
3.00
<=
5.00
Other
Color Coding Legend
Junction: Pressure (psi)
<=
40
<=
70
<=
80
<=
100
Other
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/15/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg
APPROX. LOCATION
FH#67
STATIC: 70
RESIDUAL: 48
PITOT: 30
GPM: 918
APPROX. LOCATION
FH#7
STATIC; 70
RESIDUAL: 55
PITOT; 40
GPM: 1060

Active Scenario: Peak Hour
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Headloss
(ft)
Headloss
Gradient
(ft/ft)
Hydraulic
Grade
(Stop)
(ft)
Hydraulic
Grade (Start)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Length
(User
Defined)
(ft)
Stop
Node
Start
Node
Status
(Initial)
Hazen-
Williams C
Material
ID
Diameter
(in)
Label
0.09
0.001
1,268.98
1,269.07
1.65
402.87
106.29
R-1
J-1
Open
150.0
PVC
38
10.0
P-1
0.28
0.001
1,269.07
1,269.35
1.65
404.38
317.13
J-1
J-2
Open
150.0
PVC
39
10.0
P-2
0.06
0.003
1,269.35
1,269.41
2.59
405.38
23.30
J-2
J-3
Open
150.0
PVC
40
8.0
P-3
0.44
0.003
1,269.41
1,269.86
2.59
406.38
168.21
J-3
J-4
Open
150.0
PVC
41
8.0
P-4
0.92
0.003
1,269.86
1,270.78
2.61
408.39
346.49
J-4
J-5
Open
150.0
PVC
42
8.0
P-5
0.83
0.003
1,270.78
1,271.61
2.62
410.90
307.41
J-5
J-6
Open
150.0
PVC
43
8.0
P-6
0.87
0.003
1,271.81
1,272.68
2.64
413.41
320.37
J-7
R-2
Open
150.0
PVC
66
8.0
P-8
0.19
0.003
1,271.61
1,271.81
2.63
412.41
70.57
J-6
J-7
Open
150.0
PVC
67
8.0
P-7
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/15/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
Pueblo El Mirage.wtg

Active Scenario: Peak Hour
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
1.51
163.47
71
1,269.07
1,105.60
J-1
1.00
162.97
71
1,269.35
1,106.38
J-2
1.00
162.54
70
1,269.41
1,106.87
J-3
2.01
160.88
70
1,269.86
1,108.98
J-4
2.51
165.12
71
1,270.78
1,105.66
J-5
1.51
161.58
70
1,271.61
1,110.03
J-6
1.00
160.67
70
1,271.81
1,111.14
J-7
Page 1 of 1
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Watertown, CT 06795 USA +1-203-755-1666
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Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

Active Scenario: Peak Hour
THE FAIRWAYS II
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,268.98
-402.87
1,268.98
R-1
1,272.68
413.41
1,272.68
R-2
Page 1 of 1
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Bentley Systems, Inc. Haestad Methods Solution
Center
Pueblo El Mirage.wtg

APPENDIX D
City of El Mirage Water System
Sizing Criteria

Water and Wastewater Master Plan
December 2014
13-004
3-11
TABLE 3-11: WATER SYSTEM SIZING CRITERIA
Item
Demand Type
Sizing Criteria
Storage
Max Day
(1.7 times Average Day)
Equalization plus Fire Reserve plus
Emergency Reserve
Booster Pumps
Peak Hour
(1.7 times Max Day)
Max Day plus Fire Flow plus 10%
or
Peak Hour Firm Capacity
Well Production
Facilities
Max Day
Max Day Demand with largest well
out of service
Pipelines
Peak Hour
(1.7 times Max Day)
Max Day Conditions:
Max Velocity < 5 fps
Peak Hour Conditions:
Max Velocity 7 fps.
Max Head Loss of 10 feet per 1,000
feet pipe.
Min System Pressure of 40 psi.
Max Day Plus Fire Flow
Min Residual Pressure of 20 psi.
Fire Flows
Single Family (SF)
Residential
1,500 gpm for 2 hours
Any Land Use Other Than SF
Residential
3,500 gpm for 4 hours
3.5
Water System Facility Requirements
3.5.1
Well Production Requirements
The required well production capacity was calculated by comparing the projected
maximum day demands with the existing well capacity with the largest well out of
service. It was assumed that the two wells in the City of Surprise would continue to be
owned and operated by the City of El Mirage, and the currently served area within the
City of Surprise would continue to be served by the City of El Mirage. Table 3-12
presents the existing and required well capacities for each planning year. Figure 3-5
presents the well production phasing graphically.

APPENDIX E
Arizona Administrative Code,
Title 18, Chapter 9

Supp. 05-3
Page 90
September 30, 2005
Title 18, Ch. 9
Arizona Administrative Code
Department of Environmental Quality Water Pollution Control
Note: Unit flow rates published in standard texts, literature sources, or relevant area or regional studies are considered by the Depart-
ment, if appropriate to the project.
Historical Note
New Section adopted by final rulemaking at 7 A.A.R. 235, effective January 1, 2001 (Supp. 00-4). Amended by final rulemaking
at 11 A.A.R. 4544, effective November 12, 2005 (05-3).
ARTICLE 4. NITROGEN MANAGEMENT GENERAL
PERMITS
R18-9-401.
Definitions
In addition to the definitions established in A.R.S. §§ 49-101 and
49-201 and A.A.C. R18-9-101, the following terms apply to this
Article:
1.
Application of nitrogen fertilizer means any use of a
substance containing nitrogen for the commercial produc-
tion of a crop or plant. The commercial production of a
crop or plant includes commercial sod farms and nurser-
ies.
2.
Contact stormwater means stormwater that comes in
contact with animals or animal wastes within a concen-
trated animal feeding operation.
3.
Crop or plant needs means the amount of water and
nitrogen required to meet the physiological demands of a
crop or plant to achieve a defined yield.
4.
Crop or plant uptake means the amount of water and
nitrogen that can be physiologically absorbed by the roots
Hotel/motel
Without kitchen
With kitchen
Bed (2 person)
Bed (2 person)
50
60
Industrial facility
Without showers
With showers
Cafeteria, add
Employee
Employee
Employee
25
35
5
Institutions
Resident
Nursing home
Rest home
Person
Person
Person
75
125
125
Laundry
Self service
Commercial
Wash cycle
Washing machine
50
Per manufacturer, if consis-
tent with this Chapter
Office Building
Employee
20
Park (temporary use)
Picnic, with showers, flush toilets
Picnic, with flush toilets only
Recreational vehicle, no water or sewer connections
Recreational vehicle, with water and sewer
connections
Mobile home/Trailer
Parking space
Parking space
Vehicle space
Vehicle space
Space
40
20
75
100
250
Restaurant/Cafeteria
With toilet, add
Kitchen waste, add
Garbage disposal, add
Cocktail lounge, add
Kitchen waste disposal service, add
Employee
Customer
Meal
Meal
Customer
Meal
20
7
6
1
2
2
Restroom, public
Toilet
200
School
Staff and office
Elementary, add
Middle and High, add
with gym & showers, add
with cafeteria, add
Boarding, total flow
Person
Student
Student
Student
Student
Person
20
15
20
5
3
100
Service Station with toilets
First bay
Each additional bay
1000
500
Shopping Center, no food or laundry
Square foot of retail space
0.1
Store
Public restroom, add
Employee
Square foot of retail space
20
0.1
Swimming Pool, Public
Person
10
Theater
Indoor
Drive-in
Seat
Car space
5
10
250
Mobile home/Trailer
Space

4022 East Greenway Road Ste. 11 #208 Phoenix, Arizona 85032
Phone 602.574.6171 Phone 208.558.0143
Extreme Land Surveying, Inc.
HORIZ:
VERT:
SCALE:
DATE:
CKD:
DSN:
of
E-mail m3kjennings@gmail.com
JOB#
SHEET
FINAL PLAT
"FAIRWAYS UNIT II"
FINAL PLAT
"FAIRWAYS UNIT II"
ACKNOWLEDGEMENT
APPROVAL OF CITY ENGINEER
APPROVAL BY CITY COUNCIL
CERTIFICATE OF COMPLIANCE
NOTES
”
NOTICE OF MILITARY OVER FLIGHTS
FLOOD ZONE
PLAT CERTIFICATION
DEVELOPER
OWNER
CIVIL ENGINEER
LAND SURVEYOR
BASIS OF BEARING
PERTINENT DOCUMENTS
BENCHMARK
AREA TABLE
LEGAL DESCRIPTION
NOT TO SCALE
DEDICATION