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Zoning Application Submittal
for
The Legacy at Pueblo El Mirage RV Resort
To allow for the development of a 29-lot single-family residential
development on approximately 4.85 acres located at the vicinity of the
southwest corner of 17th Avenue and Park Place in City of El Mirage,
Arizona
APN:
501-86-408A & 501-86-441A & 501-86-474A & 501-86-503A & 501-86-553
Submittal date:
April 24, 2020
VICINITY MAP
N
n.t.s.
Zoning Application Narrative for a proposed 31-lot SFR Development
The Legacy at Pueblo El Mirage RV Resort
Page 2 of 3
Introduction & Purpose of Request:
This application seeks an approval for developing a 29 Single Family Residential
development known as The Legacy at Pueblo El Mirage RV Resort on approximately
4.85 acres located at the vicinity of the southwest corner of 17th Avenue and Park Place
in the City of El Mirage, Maricopa County, Arizona.
The APNs are:
501-86-408A & 501-86-441A & 501-86-474A & 501-86-503A & 501-86-553
This site known as The Legacy, within the Master Planned Community of Pueblo El
Mirage RV Resort, has been recorded Previously under Book 275, Page 45, of
Maricopa County Recorder Office, Maricopa County, Arizona. It is the intention of this
application to alter the layout of The Legacy development boundary from its original
layout configuration to better attain a certain desired lotting yield, but well within the
maximum allowable yield of 1,553 lots throughout the entire community.
Doing so will require a replat of portions of APN 501-86-408A & 501-86-441A & 501-86-
474A & 501 86-503A & 501-86-553.
This proposed project further proposes to modify the existing improvements including
paving, grading, water, and sewer systems to accommodate the proposed
development’s needs.
Included with this zoning application narrative report submittal are:
1. The zoning application
2. The proposed 29 lots final plat named as The Legacy
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
5. Development water distribution system “basis of design” report outlining the
proposed water distribution system
6. Processing Fee
Zoning Application Narrative for a proposed 31-lot SFR Development
The Legacy at Pueblo El Mirage RV Resort
Page 3 of 3
Site Information:
APN:
501-86-408A & 501-86-441A & 501-86-474A & 501 86-503A & 501-86-
553
Site Size:
4.85 acres
Location:
Vicinity of the southwest 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
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
NOTES
”
NOTICE OF MILITARY OVER FLIGHTS
FLOOD ZONE
DEVELOPER
OWNER
CIVIL ENGINEER
LAND SURVEYOR
BASIS OF BEARING
BENCHMARK
AREA TABLE
PERTINENT DOCUMENTS
FINAL PLAT
"THE LEGACY"
FINAL PLAT
"THE LEGACY"
PLAT CERTIFICATION
DEDICATION
ACKNOWLEDGEMENT
APPROVAL OF CITY ENGINEER
APPROVAL BY CITY COUNCIL
CERTIFICATE OF COMPLIANCE
LEGAL DESCRIPTION
”
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
"THE LEGACY"
FINAL PLAT
"THE LEGACY"
NOT TO SCALE
Prepared by:
SKG Enterprises, Inc.
9260 East Raintree Drive, Suite 140
Scottsdale, Arizona 85260
Phone (480) 998-5600
Fax (480) 998-5603
MAY 2020
PUEBLO EL MIRAGE: THE LEGACY
DRAINAGE REPORT ADDENDUM
Prepared for:
Pueblo El Mirage RV Resort
8350 E. Raintree Drive, Suite 220
Scottsdale, AZ 85260
(480) 425-8696
SKG Project # 127-9
The Legacy
Drainage Report & Addendum
i
TABLE OF CONTENTS
EXPLANATION OF THE LEGACY ADDENDUM ................................................................ 1
INTRODUCTION......................................................................................................................... 2
FLOOD INSURANCE RATE MAP ........................................................................................... 6
OFFSITE DRAINAGE ................................................................................................................. 6
ONSITE DRAINAGE ................................................................................................................... 6
EXHIBITS
Exhibit 1
General Vicinity Map
Exhibit 2
“The Legacy” Vicinity Map
Exhibit 3
“The Legacy” Close Up Map
APPENDICIES
Appendix A
FEMA FIRMette
Appendix B
Drainage Exhibit
The Legacy
Drainage Report & Addendum
1
EXPLANATION OF THE LEGACY ADDENDUM
The proposed “Legacy” residential community within the master planned community of
Pueblo El Mirage RV Resort consists of 29 lots (141,218 square feet) and 40,736 square feet of
roadway (including 4” roll curbs). The purpose of this drainage report addendum is to determine
the change in stormwater capacity due to the proposed development, delineate the management
of stormwater flow within the proposed development, determine the hydraulic capacity of the
proposed onsite retention basin and adjacent wash the onsite stormwater will discharge to, and
determine the hydraulic capacity of the proposed roadway within “The Legacy” development
and its ability to convey the hydraulic stormwater load.
The total area of the lots impacted by the proposed development totals 181,954 S.F. (4.18
Ac.) and constitutes a total 24.77 CFS 100-year event and a 15.52 CFS 10-year event to the
hydraulic requirements, split the proposed “onsite basin 1” and the existing wash located directly
adjacent to the southwestern boundary of the proposed development:
= ∗ ∗
Where:
, =
ℎ
()
= 7.5 ℎ
(100 −"
# $)
= 4.7 ℎ
(10 −"
# $)
= 4.18 . (' $
()
*, )
,+,-. = 0.79 (0 ℎ$ 1 23 ()) ( )) $)
,+45 = 0.50 (0 ℎ$ 1 23 ()) ( )) $)
6+,-. = 77.5 ℎ
8(4.18
. )(0.79) = 9:. ;; <=> (?@@ −AB CDCEF)
6+,-. = 74.7 ℎ
8(4.18
. )(0.79) = ?G. G9 <=> (?@ −AB CDCEF)
6+45 = 77.5 ℎ
8(4.18
. )(0.50) = ?G. HI <=> (?@@ −AB CDCEF)
6+45 = 74.7 ℎ
8(4.18
. )(0.50) = J. I9 <=> (?@ −AB CDCEF)
As it can be seen, the proposed developments constitute an increase of 9.09 CFS and 5.70 CFS
for the 100-yr and 10-yr events, respectively, compared to their current conditions. No other
deviations have been made from the original approved master drainage report aside from the
grading revisions and related onsite stormwater flow calculations.
The Legacy
Drainage Report & Addendum
2
INTRODUCTION
This report is prepared in partial fulfilment of the improvement plans’ submittal requirement
for the proposed subdivision development of “The Legacy”, within the existing master planned
community of Pueblo El Mirage RV Resort in El Mirage, Arizona. The proposed development to
the master planned community consists of 29 lots to the south of the intersection of W. 17th Avenue
and N. Park Place. This proposed subdivision development legally falls within a portion of the
northwest quarter of Section 24, Township 3 North, Range 1 West, of the Gila and Salt River base
and meridian, Maricopa County, Arizona, as recorded in Book 775 of Maps, Page 43 of Maricopa
County Records.
The purpose of this report is to present the proposed design and drainage concepts of the
proposed addition of “The Legacy” development within the existing master planned community.
Approximately 1310 linear feet of additional roadway is proposed in “The Legacy” development,
and subsequent sections will show that the proposed roadway system’s hydraulic capacity is
sufficient to handle the hydraulic capacity requirements of the proposed development. Lots 5-18 will
drain under towards the back of the lots and directly into “Lower El Mirage Wash” or the adjacent
existing waterway. Lots 1-4, Lots 19-29, and the proposed roadway will all drain to along the
proposed roadway and within the hydraulic capacity of the road to the southwestern portion of the
proposed development, ultimately discharging at two points into the “Lower El Mirage Wash”, as
the site does under current undisturbed conditions. The following pages present the general and close
up location exhibits for “The Legacy” proposed development.
The Legacy
Drainage Report & Addendum
3
Exhibit 1
(General Vicinity Map)
The Legacy
Drainage Report & Addendum
4
Exhibit 2
“The Legacy” Vicinity Map
Red outline delineates “The Legacy” development area.
The Legacy
Drainage Report & Addendum
5
Exhibit 3
“The Fairways II” Close-Up Map
Red line delineates location of 29 proposed lots within “The Fairways II”.
The Legacy
Drainage Report & Addendum
6
FLOOD INSURANCE RATE MAP
The Legacy development segment is located within Zone X as shown on FEMA Flood Insurance
Rate Map (FIRM) per Flood Insurance Rate Map (FIRM) number 040131C1680 L dated October
16, 2013, and updated on February 27, 2015 (See Appendix A: FEMA FIRMette). Zone X is
defined as “Areas of 500-year flood; areas of 100-year flood with average depths of less than 1
foot of with drainage areas less than 1 square mile; and areas protected by levees from 100-year
flood”.
It should be noted that a flood-hazard designated flood “AE” zone (Lower El Mirage Wash) is
located to the southwest of “The Legacy” proposed lots 10 to 18 (see Appendix A).
OFFSITE DRAINAGE
The portion of land being developed is bounded fully by “S. Park Place” and existing lotting to the
northwest, an existing golf course to the northeastern and southeastern boundaries of the proposed
development, and by “Lower El Mirage Wash” and the subsequent “Creekside” development area
to the southwestern portion of the development boundary. All offsite flows in this area have been
addressed under the previous master drainage report, and the proposed grading design does not
deviate from the original design – only the “weighted runoff coefficient” for the proposed
development area has change, slightly increasing the stormwater flow that the system will experience
(calculations shown in subsequent sections).
ONSITE DRAINAGE
The proposed lots within “The Legacy” development are designed to drain one of two ways: (1)
front-drainage towards the proposed roadway, to be carried within the hydraulic capacity of the
roadway and ultimately discharged into “Lower El Mirage Wash” at two discharge points, or (2)
back-drainage towards existing waterways which can handle the additional hydraulic load without
modification. Of the proposed lots, lots 5-19 have been designed under the back-draining concept,
while the remainder of the lots are designed under the front-draining concept (see Appendix B:
Drainage Exhibit). The rational equation was used to determine the increase in onsite stormwater
volume due to the proposed development of “The Legacy” community, as shown below:
The Legacy
Drainage Report & Addendum
7
𝑄= 𝐶𝑊∗𝑖∗𝐴
Rainfall intensity values were obtained from Figure 9-4 of the Maricopa County Hydrology
Manual for both the 100-year and the 10-year stormwater events. Time of concentration values
(Tc) were obtained using Kirpich’s formula, as follows:
𝑇𝑐= 0.0078 (𝐿0.77
𝑆0.385
⁄
)
Where:
𝑇𝑐= 𝑇𝑖𝑚𝑒 𝑜𝑓 𝐶𝑜𝑛𝑐𝑒𝑛𝑡𝑟𝑎𝑡𝑖𝑜𝑛 (𝑚𝑖𝑛)
𝐿= 𝑇𝑟𝑎𝑣𝑒𝑙 𝐿𝑒𝑛𝑔𝑡ℎ (𝑓𝑡) = 565 𝑓𝑡
𝑆= 𝐴𝑣𝑒𝑟𝑎𝑔𝑒 𝑆𝑙𝑜𝑝𝑒 (𝑓𝑡
𝑓𝑡
⁄
) = 0.0055
Through Kirpich’s formula, a value of 7.61 minutes for the time of concentration was calculated,
and a conservative value of 7 minutes was then used in figure 9.4 of the Maricopa County
Hydrology manual, resulting in intensity values for the 100-year and 10-year stormwater events
of 7.5 in/hr and 4.7 in/hr, respectively. Of the 29 proposed lots, 15 of them (70,171 SF) are front-
draining lots contributing to the street hydraulic capacity. The following calculations take into
account the 16 front-draining lots (70,171 SF) and 40,736 square feet of roadway (including 4”
roll curbs).
Pre-Development Conditions:
𝑄100 = (7.5 𝑖𝑛ℎ𝑟
⁄
)(2.55 𝑎𝑐. )(0.50) = 𝟗. 𝟓𝟔 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
𝑄10 = (4.7 𝑖𝑛ℎ𝑟
⁄
)(2.55 𝑎𝑐. )(0.50) = 𝟓. 𝟗𝟗 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
Post-Development Conditions:
𝑄100 = (7.5 𝑖𝑛ℎ𝑟
⁄
)(2.55 𝑎𝑐. )(0.79) = 𝟏𝟓. 𝟏𝟏 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
𝑄10 = (4.7 𝑖𝑛ℎ𝑟
⁄
)(2.55 𝑎𝑐. )(0.79) = 𝟗. 𝟒𝟕 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
Post- and Pre-Development Difference:
∆𝑄100 = 15.11 𝐶𝐹𝑆−9.56 𝐶𝐹𝑆= 𝟓. 𝟓𝟓 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
∆𝑄10 = 9.47 𝐶𝐹𝑆−5.99 𝐶𝐹𝑆= 𝟑. 𝟒𝟖 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
The Legacy
Drainage Report & Addendum
8
Therefore, the proposed developments for the roadway and the front-draining lots will contribute
a maximum of 5.55 CFS addition of stormwater flow to the stormwater system ultimately
discharging to the “Lower El Mirage Wash” system, as it currently does under current conditions.
Proposed lots 5 to 18 will also follow the current drainage pattern by following the back-drainage
concept and ultimately discharging to the existing wash/waterways that they do under current
undisturbed conditions. The same rainfall intensity values used to calculate stormwater discharge
from the previous calculations were also used for calculations of back-draining lots 5-18 (71,047
SF). As the undeveloped area currently drains onsite stormwater under the same conditions, the
increase to the “Lower El Mirage Wash” and subsequent basins is minimal, as calculated below
using the rational method formula for the peak discharge:
𝑄= 𝑖∗𝐴∗𝐶𝑊
Pre-Development Conditions:
𝑄100 = (7.5 𝑖𝑛ℎ𝑟
⁄
)(1.63 𝑎𝑐. )(0.50) = 𝟔. 𝟏𝟏 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
𝑄10 = (4.7 𝑖𝑛ℎ𝑟
⁄
)(1.63 𝑎𝑐. )(0.50) = 𝟑. 𝟖𝟑 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
Pre-Development Conditions:
𝑄100 = (7.5 𝑖𝑛ℎ𝑟
⁄
)(1.63 𝑎𝑐. )(0.79) = 𝟗. 𝟔𝟔 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
𝑄10 = (4.7 𝑖𝑛ℎ𝑟
⁄
)(1.63 𝑎𝑐. )(0.79) = 𝟔. 𝟎𝟓 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
Post- and Pre-Development Difference:
∆𝑄100 = 9.66 𝐶𝐹𝑆−6.11 𝐶𝐹𝑆= 𝟑. 𝟓𝟓 𝑪𝑭𝑺 (𝟏𝟎𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
∆𝑄10 = 6.05 𝐶𝐹𝑆−3.83 𝐶𝐹𝑆= 𝟐. 𝟐𝟐 𝑪𝑭𝑺 (𝟏𝟎−𝒚𝒓 𝒆𝒗𝒆𝒏𝒕)
Therefore, the proposed developments for the back-draining lots will contribute a maximum of
3.55 CFS addition of stormwater flow to the stormwater system ultimately discharging to the
“Lower El Mirage Wash” system, as it currently does under current conditions.
APPENDIX A
FEMA FIRMette
National Flood Hazard Layer FIRMette
0
500
1,000
1,500
2,000
250
Feet
Ü
112°19'28.96"W
33°35'27.27"N
112°18'51.51"W
33°34'57.30"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zone X
Future Conditions 1% Annual
Chance Flood Hazard Zone X
Area with Reduced Flood Risk due to
Levee. See Notes. Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard
Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5
Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 4/22/2020 at 12:30:25 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
1:6,000
B
20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
APPENDIX B
Drainage Exhibit
WASTEWATER (SEWER) COLLECTION SYSTEM
BASIS OF DESIGN REPORT
For
The Legacy
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 ........................................................................ 2
3.0
ESTIMATED PEAK DISCHARGE ............................................................................................................. 2
4.0
CONCLUSIONS ............................................................................................................................................. 3
EXHIBITS
EXHIBIT
DESCRIPTION
1
Parcel Location Map
2
Hydraulic Calculation
3
The Legacy Sewer Design Layout
APPENDIX
DESCRIPTION
A
COEM Collection System Design Criteria
Pueblo El Mirage RV Resort - Sewer BOD Report
The Legacy
1
1.0
INTRODUCTION
This wastewater (sewer) basis of design (BOD) report is generated in order to analyze the
proposed sanitary sewer system described herein. The purpose of this proposed sanitary
sewer system is to provide wastewater services to the 29 lots within the property known
as “The Legacy” within the master planned community of Pueblo El Mirage RV Resort
as recorded in Book 275, Page 45, of Maricopa County Recorder Office, Maricopa
County, Arizona. This “Legacy” project is approximately 4.85-acre in size and 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 above described parcel. The
proposed sewer system involves the addition of 1,358’ of 8” (PVC-SDR-35) of sewer line
material to ultimately tie-in to an existing manhole located adjacent to the northwest
corner of the project parcel. As such, this wastewater (sewer) BOD report is generated in
support of the proposed development of the Legacy project as shown in Exhibit 3 of this
report, labeled, “The Legacy Sewer Design Layout”.
Exhibit 1 – Parcel Location Map
Pueblo El Mirage RV Resort - Sewer BOD Report
The Legacy
2
2.0
PROPOSED WASTEWATER COLLECTION SYSTEM
The existing sewer manhole to tie into is located within the adjacent roadway (Park
Place) just northwest of the parcel. This existing manhole ties into an 8” PVC sewer line
with the following existing data:
Existing Manhole (Southeastern section within APN 501-86-408A)
1. Existing manhole Rim Elevation
1106.23
2. Existing manhole Flow Line Elevation (E) 1097.08
3. Existing Manhole depth
9.15 feet
4. Existing Sewer Line Size
8-inch in diameter
(NOTE: the above existing data is based on site topographic data provided by Extreme Land Surveying, LLC on
April 2020)
The proposed sewer line consists of (1) 1,358’ of 8-inch diameter PVC-SDR-35 material
sloping at a minimum of 0.33%, (2) 7-each of 4” sewer cleanouts, (3) 29-each of 4”
sewer tab services and (4) 5-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) at 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 (29 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
6,090 gpd
4.0
840
gpd
24,360
gpd
1.17
28,501
gpd
gpd: gallons per day
Pueblo El Mirage RV Resort - Sewer BOD Report
The Legacy
3
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 29
lots into this sewer system. Exhibit 2 presents hydraulic calculation of the proposed 8”
sewer line with the estimated total average daily flow of 6,090 gpd (or 0.01 CFS), the
estimated total peak flow (dry) of 24,360 gpd (or 0.04 CFS), the estimated total peak flow
(wet) of 28,501 gpd (or 0.04 CFS, used 0.05 CFS to be conservative), 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 = 0.16, and wet weather peak flow d/D = 0.19, both of
which are well within the maximum limits set forth by the City of El Mirage.
The proposed Sewer Design Layout concept for The Legacy is 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
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Apr 21 2020
<Name>
Circular
Diameter (ft)
= 0.67
Invert Elev (ft)
= 1000.00
Slope (%)
= 0.33
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.01
Highlighted
Depth (ft)
= 0.06
Q (cfs)
= 0.010
Area (sqft)
= 0.02
Velocity (ft/s)
= 0.63
Wetted Perim (ft)
= 0.41
Crit Depth, Yc (ft)
= 0.05
Top Width (ft)
= 0.38
EGL (ft)
= 0.07
0
1
Elev (ft)
Section
999.75
1000.00
1000.25
1000.50
1000.75
1001.00
Reach (ft)
Average Daily Flow
8", 6,510 GPD
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Apr 21 2020
<Name>
Circular
Diameter (ft)
= 0.67
Invert Elev (ft)
= 1000.00
Slope (%)
= 0.33
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.04
Highlighted
Depth (ft)
= 0.11
Q (cfs)
= 0.040
Area (sqft)
= 0.04
Velocity (ft/s)
= 1.06
Wetted Perim (ft)
= 0.56
Crit Depth, Yc (ft)
= 0.09
Top Width (ft)
= 0.50
EGL (ft)
= 0.13
0
1
Elev (ft)
Section
999.75
1000.00
1000.25
1000.50
1000.75
1001.00
Reach (ft)
Total Peak (Dry)
8", 26,040 GPD
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Apr 21 2020
<Name>
Circular
Diameter (ft)
= 0.67
Invert Elev (ft)
= 1000.00
Slope (%)
= 0.33
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.05
Highlighted
Depth (ft)
= 0.13
Q (cfs)
= 0.050
Area (sqft)
= 0.05
Velocity (ft/s)
= 1.03
Wetted Perim (ft)
= 0.61
Crit Depth, Yc (ft)
= 0.11
Top Width (ft)
= 0.53
EGL (ft)
= 0.15
0
1
Elev (ft)
Section
999.75
1000.00
1000.25
1000.50
1000.75
1001.00
Reach (ft)
Total Peak (Wet)
8", 30,467 GPD
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Tuesday, Apr 21 2020
<Name>
Circular
Diameter (ft)
= 0.67
Invert Elev (ft)
= 1000.00
Slope (%)
= 0.33
N-Value
= 0.013
Calculations
Compute by:
Known Depth
Known Depth (ft)
= 0.44
Highlighted
Depth (ft)
= 0.44
Q (cfs)
= 0.540
Area (sqft)
= 0.25
Velocity (ft/s)
= 2.20
Wetted Perim (ft)
= 1.27
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 0.64
EGL (ft)
= 0.52
0
1
Elev (ft)
Section
999.75
1000.00
1000.25
1000.50
1000.75
1001.00
Reach (ft)
Max Volume
8", d/D=0.65
Exhibit 3
Legacy Sewer Design Layout
design
job no.
revisions
date
approved
sheet
127-9
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 LEGACY
EXHIBIT 3
PUEBLO EL MIRAGE R.V. RESORT - THE LEGACY
SEWER LAYOUT
Appendix A
COEM Collection System
Design Criteria
WATER DISTRIBUTION SYSTEM
BASIS OF DESIGN REPORT
FOR
THE LEGACY
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. 127-9
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
Exhibit 3 – Water Layout
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 29 lots denoted “The Legacy”. It lies within the
master planned community “Pueblo El Mirage RV Resort” in El Mirage, Arizona as
recorded in Book 275, Page 45, of Maricopa County Recorder Office, Maricopa County,
Arizona. The proposed “Legacy” development is located within the vicinity of the
intersection of 17th Avenue and Park Place and consisting of 4.85 acres in size. It also lies
within the City of El Mirage Quarter Section number 20-02, see Vicinity Map (Exhibit 1)
below for the site’s general location.
The proposed Legacy development consists of 29-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.
4
2.0
EXISTING WATER DISTRIBUTION SYSTEM
According to as-built topographic data provided by Extreme Land Surveying, LLC in
April 202, the existing water system which the proposed “Legacy” would connect to is
located along the south side of Park Place and consists of an existing 8” polyvinyl
chloride (PVC) pipe. The existing water system is located directly north of The Legacy
Development 3’ south of the Park Place Roadway’s Prism. Therefore, the proposed
development of The Legacy will connect to this existing 8” PVC for its water needs as
depicted in Exhibits 2 and 3 located at the end of this report.
3.0
WATER DEMAND
As previously noted, The Legacy development is a single family residential development,
comprising of 29 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 and are summarized in table below.
Average day demand (gallon/day/unit)
250
Maximum Day Demand
1.7 x 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 the International fire code 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 purposes. Copy of the fire code is presented in Appendix B of this
report and detailed demand computation for each junction is summarized in Appendix C
of this report.
5
4.0
PROPOSED ONSITE WATER DISTRIBUTION SYSTEM
The proposed onsite water distribution system will consist of installing an 8” PVC-
AWWA-C900 (PVC) pressure class 200 waterline within The Legacy interior roadway
prism, 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 located
within the interior roadway prism 6’ off the road’s centerline. The proposed onsite water
distribution system is shown on Exhibits 2 and 3 located at the end of this report.
A fire hydrant tests were conducted by Hydra Contracting on February 19, 2019.
According to Hydra Contracting test results, the tested two fire hydrants (#1 & #1162)
recorded a static pressure of 70-psi each and a residual pressure of 55 and 35-psi,
respectively, with a test flow of 1185 and 918-gpm, respectively (see Appendix A).
These fire hydrant test results were used in modeling the onsite water distribution system
using WaterCAD software. 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 defining junction nodes and water line segments’
locations is presented on Exhibit 2 while all four modeled hydraulic scenarios’ results are
shown in Appendix D, at the end of this report. Based on these modeling 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 also performed using WaterCAD software by assigning
demand of 1500 gpm for each node. Maximum velocity is found to be 9.58 fps in pipe
P-9 when a demand of 1500 gpm is applied at junction J-9. Fire flow results are included
in Appendix C of this report.
6
Note: A more recent fire hydrant flow test has been requested and is currently in process
of being done. Should the new fire hydrant flow test results show both flow and pressure
values being similar or better than the currently used values in the hydraulic analyses, no
further action would be necessary and the current analyses would stand. On the other
hand, should the fire hydrant flow test values on either flow or pressure were found to be
of lesser values than what has been used, an update models will then be provided.
5.0
CONCLUSIONS
The project is located in City of El Mirage corporate limit.
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
5.03
2.15
5
69
40
0.32
10
Maximum Day
8.56
2.17
5
69
40
0.32
10
Maximum Day
+ Fire Flow
1508.56
9.58
10
67
20
0.32
10
Peak Hour
14.55
2.19
7
69
40
0.32
10
EXHIBIT 2
Proposed Onsite Water
System Schematic
Exhibit 2 - Proposed Onsite Water System Schematic
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
8" EX. WAT
P-16
P-15
P-13
P-7
P-8
P-5
P-4
P-3
P-1
P-6
P-9
P-10
P-11
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
EXHIBIT 3
Water Layout
design
job no.
revisions
date
approved
sheet
127-9
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 LEGACY
EXHIBIT 3
PUEBLO EL MIRAGE R.V. RESORT - THE LEGACY
WATER LAYOUT
APPENDIX A
Fire Hydrant Flow Test
Results
Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
91468FE4-AF12-4A7B-A34C-A5C61A5D76C2
Location
Client
Pueblo El Mirage
Hydrant #
1
Address
11201 N El Mirage
City
State
AZ
Zip Code
Hydrant Assessment
Type of Hydrant
Mueller
Summary of Hydrant disfunction
Assessment Photo
Trouble Codes
Trouble Codes
HT = hard turning stem
Repair
Fire Hydrant Service Report
PO Box 979
Tempe, Arizona 85280
480-242-8402
www.gocanvas.com
91468FE4-AF12-4A7B-A34C-A5C61A5D76C2
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
91468FE4-AF12-4A7B-A34C-A5C61A5D76C2
Notes & Comments
STATIC-70
RESIDUAL-55
PITOT-50
GPM 1185
NEEDS UPPER BARREL REPAIR
FAILED
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
D1B73267-0938-4ADA-81EA-B4252E532110
Location
Client
Pueblo El Mirage
Hydrant #
1162
Address
11201 N El Mirage
City
EL MIRAGE
State
AZ
Zip Code
Hydrant Assessment
Type of Hydrant
Mueller
Summary of Hydrant disfunction
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
D1B73267-0938-4ADA-81EA-B4252E532110
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
D1B73267-0938-4ADA-81EA-B4252E532110
Notes & Comments
STATIC-70
RESIDUAL-35
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
0
0
0.00
0.00
0.00
2
1
250
0.17
0.30
0.50
3
1
250
0.17
0.30
0.50
4
2
500
0.35
0.59
1.00
5
2
500
0.35
0.59
1.00
6
4
1000
0.69
1.18
2.01
7
4
1000
0.69
1.18
2.01
8
1
250
0.17
0.30
0.50
9
1
250
0.17
0.30
0.50
10
5
1250
0.87
1.48
2.51
11
5
1250
0.87
1.48
2.51
12
3
750
0.52
0.89
1.51
13
0
0
0.00
0.00
0.00
14
0
0
0.00
0.00
0.00
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 Single family residential
6. Hazen-Williams Co-efficient for PVC, C=150
Water Demand Computation - THE LEGACY
APPENDIX C
Average Day
Scenario
Flow Results
Active Scenario: Average Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
8" EX. WAT
P-16
P-15
P-13
P-7
P-8
P-5
P-4
P-3
P-1
P-6
P-9
P-10
P-11
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Average Day
THE LEGACY
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)
ID
Diameter
(in)
Label
0.2067
0.0019
1,264.49
1,264.70
2.159
338.20
109.81
J-1
R-1
Open
38
8.0
P-1
0.0688
0.0019
1,264.42
1,264.49
2.159
338.20
36.58
J-2
J-1
Open
39
8.0
P-2
0.0756
0.0019
1,264.35
1,264.42
2.158
338.03
40.23
J-3
J-2
Open
40
8.0
P-3
0.0396
0.0019
1,264.31
1,264.35
2.156
337.86
21.02
J-4
J-3
Open
41
8.0
P-4
0.0621
0.0003
1,264.25
1,264.31
0.846
132.57
187.18
J-5
J-4
Open
42
8.0
P-5
0.0033
0.0003
1,264.24
1,264.25
0.844
132.22
9.94
J-6
J-5
Open
43
8.0
P-6
0.0000
0.0000
1,264.18
1,264.18
0.002
0.34
86.84
J-8
J-7
Open
66
8.0
P-8
0.0656
0.0003
1,264.18
1,264.24
0.840
131.53
200.41
J-7
J-6
Open
67
8.0
P-7
0.0000
0.0000
1,264.18
1,264.18
0.001
0.17
39.61
J-9
J-8
Open
70
8.0
P-9
0.0607
0.0003
1,264.12
1,264.18
0.833
130.50
188.00
J-10
J-7
Open
72
8.0
P-10
0.1860
0.0007
1,264.12
1,264.30
1.303
204.07
251.95
J-10
J-11
Open
74
8.0
P-11
0.0056
0.0007
1,264.30
1,264.31
1.308
204.94
7.63
J-11
J-4
Open
76
8.0
P-12
0.3265
0.0018
1,263.79
1,264.12
2.130
333.70
177.85
J-12
J-10
Open
78
8.0
P-13
0.0483
0.0018
1,263.74
1,263.79
2.127
333.18
26.46
J-13
J-12
Open
80
8.0
P-14
0.1606
0.0018
1,263.58
1,263.74
2.127
333.18
87.77
J-14
J-13
Open
82
8.0
P-15
0.2721
0.0018
1,263.31
1,263.58
2.127
333.18
148.62
R-2
J-14
Open
84
8.0
P-16
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Average Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
0.00
162.82
70
1,264.49
1,101.67
J-1
0.17
163.42
71
1,264.42
1,101.00
J-2
0.17
160.49
69
1,264.35
1,103.86
J-3
0.35
159.46
69
1,264.31
1,104.85
J-4
0.35
163.66
71
1,264.25
1,100.59
J-5
0.69
163.56
71
1,264.24
1,100.68
J-6
0.69
163.18
71
1,264.18
1,101.00
J-7
0.17
163.63
71
1,264.18
1,100.55
J-8
0.17
163.66
71
1,264.18
1,100.52
J-9
0.87
162.94
70
1,264.12
1,101.18
J-10
0.87
159.39
69
1,264.30
1,104.91
J-11
0.52
160.79
70
1,263.79
1,103.00
J-12
0.00
160.79
70
1,263.74
1,102.95
J-13
0.00
162.46
70
1,263.58
1,101.12
J-14
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
Active Scenario: Average Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,264.70
338.20
1,264.70
R-1
1,263.31
-333.18
1,263.31
R-2
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
Maximum Day
Scenario
Flow Results
Active Scenario: Maximum Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
8" EX. WAT
P-16
P-15
P-13
P-7
P-8
P-5
P-4
P-3
P-1
P-6
P-9
P-10
P-11
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Maximum Day
THE LEGACY
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)
ID
Diameter
(in)
Label
0.2092
0.0019
1,264.49
1,264.70
2.173
340.46
109.81
J-1
R-1
Open
38
8.0
P-1
0.0697
0.0019
1,264.42
1,264.49
2.173
340.46
36.58
J-2
J-1
Open
39
8.0
P-2
0.0765
0.0019
1,264.34
1,264.42
2.171
340.16
40.23
J-3
J-2
Open
40
8.0
P-3
0.0399
0.0019
1,264.30
1,264.34
2.169
339.86
21.02
J-4
J-3
Open
41
8.0
P-4
0.0629
0.0003
1,264.24
1,264.30
0.852
133.47
187.18
J-5
J-4
Open
42
8.0
P-5
0.0033
0.0003
1,264.24
1,264.24
0.848
132.88
9.94
J-6
J-5
Open
43
8.0
P-6
0.0000
0.0000
1,264.17
1,264.17
0.004
0.60
86.84
J-8
J-7
Open
66
8.0
P-8
0.0658
0.0003
1,264.17
1,264.24
0.841
131.70
200.41
J-7
J-6
Open
67
8.0
P-7
0.0000
0.0000
1,264.17
1,264.17
0.002
0.30
39.61
J-9
J-8
Open
70
8.0
P-9
0.0602
0.0003
1,264.11
1,264.17
0.829
129.92
188.00
J-10
J-7
Open
72
8.0
P-10
0.1865
0.0007
1,264.11
1,264.30
1.304
204.32
251.95
J-10
J-11
Open
74
8.0
P-11
0.0056
0.0007
1,264.30
1,264.30
1.314
205.80
7.63
J-11
J-4
Open
76
8.0
P-12
0.3247
0.0018
1,263.79
1,264.11
2.124
332.76
177.85
J-12
J-10
Open
78
8.0
P-13
0.0481
0.0018
1,263.74
1,263.79
2.118
331.87
26.46
J-13
J-12
Open
80
8.0
P-14
0.1595
0.0018
1,263.58
1,263.74
2.118
331.87
87.77
J-14
J-13
Open
82
8.0
P-15
0.2700
0.0018
1,263.31
1,263.58
2.118
331.87
148.62
R-2
J-14
Open
84
8.0
P-16
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Maximum Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
0.00
162.82
70
1,264.49
1,101.67
J-1
0.30
163.42
71
1,264.42
1,101.00
J-2
0.30
160.48
69
1,264.34
1,103.86
J-3
0.59
159.45
69
1,264.30
1,104.85
J-4
0.59
163.65
71
1,264.24
1,100.59
J-5
1.18
163.56
71
1,264.24
1,100.68
J-6
1.18
163.17
71
1,264.17
1,101.00
J-7
0.30
163.62
71
1,264.17
1,100.55
J-8
0.30
163.65
71
1,264.17
1,100.52
J-9
1.48
162.93
70
1,264.11
1,101.18
J-10
1.48
159.39
69
1,264.30
1,104.91
J-11
0.89
160.79
70
1,263.79
1,103.00
J-12
0.00
160.79
70
1,263.74
1,102.95
J-13
0.00
162.46
70
1,263.58
1,101.12
J-14
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
Active Scenario: Maximum Day
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,264.70
340.46
1,264.70
R-1
1,263.31
-331.87
1,263.31
R-2
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
Maximum Day +
FIRE Flow
Scenario
Flow Results.
Exhibit 2 - Proposed Onsite Water System Schematic
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
8" EX. WAT
P-16
P-15
P-13
P-7
P-8
P-5
P-4
P-3
P-1
P-6
P-9
P-10
P-11
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Maximum Day+Fire Flow
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Velocity of
Maximum
Pipe
(ft/s)
Is Fire Flow
Run
Balanced?
Pipe w/
Maximum
Velocity
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
7.83
True
P-1
J-11
70
20
1,501.00
1,500.00
1,501.00
1,500.00
True
J-1
7.34
True
P-2
J-11
70
20
1,501.30
1,500.30
1,501.00
1,500.00
True
J-2
6.90
True
P-2
J-11
68
20
1,501.30
1,500.30
1,501.00
1,500.00
True
J-3
6.70
True
P-2
J-11
68
20
1,501.59
1,500.59
1,501.00
1,500.00
True
J-4
6.49
True
P-2
J-11
69
20
1,501.59
1,500.59
1,501.00
1,500.00
True
J-5
6.48
True
P-2
J-11
69
20
1,502.18
1,501.18
1,501.00
1,500.00
True
J-6
6.26
True
P-2
J-11
69
20
1,502.18
1,501.18
1,501.00
1,500.00
True
J-7
9.58
True
P-8
J-9
68
20
1,501.30
1,500.30
1,501.00
1,500.00
True
J-8
9.58
True
P-8
J-8
67
20
1,501.30
1,500.30
1,501.00
1,500.00
True
J-9
5.87
True
P-2
J-11
69
20
1,502.48
1,501.48
1,501.00
1,500.00
True
J-10
7.62
True
P-12
J-4
68
20
1,502.48
1,501.48
1,501.00
1,500.00
True
J-11
5.01
True
P-14
J-11
68
20
1,501.89
1,500.89
1,501.00
1,500.00
True
J-12
5.19
True
P-15
J-12
68
20
1,501.00
1,500.00
1,501.00
1,500.00
True
J-13
5.85
True
P-16
J-11
69
20
1,501.00
1,500.00
1,501.00
1,500.00
True
J-14
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Peak Hour
Scenario
Flow Results
Active Scenario: Peak Hour
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
8" EX. WAT
P-16
P-15
P-13
P-7
P-8
P-5
P-4
P-3
P-1
P-6
P-9
P-10
P-11
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Peak Hour
THE LEGACY
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)
ID
Diameter
(in)
Label
0.2135
0.0019
1,264.49
1,264.70
2.197
344.21
109.81
J-1
R-1
Open
38
8.0
P-1
0.0712
0.0019
1,264.42
1,264.49
2.197
344.21
36.58
J-2
J-1
Open
39
8.0
P-2
0.0780
0.0019
1,264.34
1,264.42
2.194
343.71
40.23
J-3
J-2
Open
40
8.0
P-3
0.0406
0.0019
1,264.30
1,264.34
2.191
343.21
21.02
J-4
J-3
Open
41
8.0
P-4
0.0642
0.0003
1,264.23
1,264.30
0.861
134.97
187.18
J-5
J-4
Open
42
8.0
P-5
0.0034
0.0003
1,264.23
1,264.23
0.855
133.97
9.94
J-6
J-5
Open
43
8.0
P-6
0.0000
0.0000
1,264.16
1,264.16
0.006
1.00
86.84
J-8
J-7
Open
66
8.0
P-8
0.0659
0.0003
1,264.16
1,264.23
0.842
131.96
200.41
J-7
J-6
Open
67
8.0
P-7
0.0000
0.0000
1,264.16
1,264.16
0.003
0.50
39.61
J-9
J-8
Open
70
8.0
P-9
0.0593
0.0003
1,264.10
1,264.16
0.823
128.95
188.00
J-10
J-7
Open
72
8.0
P-10
0.1871
0.0007
1,264.10
1,264.29
1.307
204.73
251.95
J-10
J-11
Open
74
8.0
P-11
0.0057
0.0008
1,264.29
1,264.30
1.323
207.24
7.63
J-11
J-4
Open
76
8.0
P-12
0.3219
0.0018
1,263.78
1,264.10
2.114
331.17
177.85
J-12
J-10
Open
78
8.0
P-13
0.0475
0.0018
1,263.73
1,263.78
2.104
329.66
26.46
J-13
J-12
Open
80
8.0
P-14
0.1576
0.0018
1,263.58
1,263.73
2.104
329.66
87.77
J-14
J-13
Open
82
8.0
P-15
0.2667
0.0018
1,263.31
1,263.58
2.104
329.66
148.62
R-2
J-14
Open
84
8.0
P-16
Page 1 of 1
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
+1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution Center
The Legacy.wtg
Active Scenario: Peak Hour
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Demand
(gpm)
Pressure Head
(ft)
Pressure
(psi)
Hydraulic Grade
(ft)
Elevation
(ft)
Label
0.00
162.82
70
1,264.49
1,101.67
J-1
0.50
163.42
71
1,264.42
1,101.00
J-2
0.50
160.48
69
1,264.34
1,103.86
J-3
1.00
159.45
69
1,264.30
1,104.85
J-4
1.00
163.64
71
1,264.23
1,100.59
J-5
2.01
163.55
71
1,264.23
1,100.68
J-6
2.01
163.16
71
1,264.16
1,101.00
J-7
0.50
163.61
71
1,264.16
1,100.55
J-8
0.50
163.64
71
1,264.16
1,100.52
J-9
2.51
162.92
70
1,264.10
1,101.18
J-10
2.51
159.38
69
1,264.29
1,104.91
J-11
1.51
160.78
70
1,263.78
1,103.00
J-12
0.00
160.78
70
1,263.73
1,102.95
J-13
0.00
162.46
70
1,263.58
1,101.12
J-14
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
Active Scenario: Peak Hour
THE LEGACY
PUEBLO EL MIRAGE R.V. RESORT
Current Time: 0.000 hours
Hydraulic Grade
(ft)
Flow (Out net)
(gpm)
Elevation
(ft)
Label
1,264.70
344.21
1,264.70
R-1
1,263.31
-329.66
1,263.31
R-2
Page 1 of 1
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/27/2020
Bentley WaterCAD V8i (SELECTseries 4)
[08.11.04.50]
Bentley Systems, Inc. Haestad Methods Solution
Center
The Legacy.wtg
APPENDIX D
City of El Mirage Water System
Sizing Criteria
APPENDIX E
Arizona Administrative Code,
Title 18, Chapter 9