HomeMy WebLinkAboutDDW-2024-009153NEW WATER LINE THROUGH
MOUNTIAN VIEW ESTATES
Culinary Water Capacity Analysis
July 11, 2024
FOR:
Desert Star Financial LLC
3867 Trans Am Lane
Saint George, UT 84790
BY:
ProValue Engineering, Inc.
20 South 850 West, Suite 1
Hurricane, UT 84737
Contents
I. INTRODUCTION ..................................................................................................................................... 1
II. DEMOGRAPHICS .................................................................................................................................... 1
A. Existing Water Connections ............................................................................................................. 1
III. WATER SYSTEM ANALYSIS ............................................................................................................... 1
A. WATER SYSTEM REQUIREMENTS ..................................................................................................... 1
1. INDOOR USE ................................................................................................................................ 2
B. WATER RIGHTS ................................................................................................................................. 2
1. Existing Water Rights ................................................................................................................... 2
C. WATER SOURCE ............................................................................................................................... 3
1. Existing Water Source .................................................................................................................. 3
2. Analysis of Water Source ............................................................................................................. 3
D. WATER STORAGE ............................................................................................................................. 4
1. Existing Water Storage ................................................................................................................ 4
2. Analysis of Water Storage ........................................................................................................... 4
E. SYSTEM ANALYSIS ............................................................................................................................ 5
1. Capacity Analysis ......................................................................................................................... 5
2. Analysis of System ....................................................................................................................... 7
3. Scenario 1: Peak Day Flows ......................................................................................................... 8
4. Scenario 2: Peak Instantaneous Flows ........................................................................................ 9
5. Scenarios 3-6: Peak Day with Fire Flows ................................................................................... 10
IV. WATER SYSTEM RECOMMENDATIONS .......................................................................................... 15
A. WATER RIGHTS ............................................................................................................................... 15
B. WATER SOURCE ............................................................................................................................. 15
C. WATER STORAGE ........................................................................................................................... 15
V. CONCLUSION ....................................................................................................................................... 15
REFERENCES ................................................................................................................................................ 15
APPENDIX A ................................................................................................................................................... 1
EPANET MAPS & ANALYSIS ........................................................................................................................... 1
The BPWSSSD Cedar Point System Water Study
2015 1
I. INTRODUCTION
A new eight-inch line is planned to connect the existing ten-inch line from Red Hawk Road up
through the Mountain View Estates subdivision to an existing six-inch line in Ranch Road. This
new eight-inch line is intended to help increase pressure and fire flow to the existing 6-inch line.
This report is to determine the system’s requirements and capacity and to demonstrate
whether the additional 8-inch line will improve the current system.
II. DEMOGRAPHICS
A. Existing Water Connections
The Cedar Point Water System currently serves 184 active residential connections and 7.7
equivalent residential connections for a total of 191.7 equivalent residential connections .
III. WATER SYSTEM ANALYSIS
A. WATER SYSTEM REQUIREMENTS
The State of Utah Rules for Public Drinking Water Systems contains Minimum Sizing
Requirements under section R309-510 that are used to analyze the capacity of THE BPWSSSD
CEDAR POINT SYSTEM’s culinary water system. The three primary areas of concern that section
R309-510 deals with are source, storage, and distribution system capacity. This section states
that source capacity must meet peak daily flow and average yearly flow requirements. It states
that storage capacity must meet or exceed average daily flow requirements, which include fire
flow storage. Lastly, it states that the distribution system must have the capacity to handle
peak instantaneous flows and fire flows with a minimum of 20 psi pressure occurring in the
system at all points.
The 2018 International Fire Code, Appendix B, contains quantity requirements for minimum fire
flow and flow duration for One- and Two-Family Dwellings and dwellings in excess of 3,600
square feet. The requirements in the code will affect the water storage and distribution system
requirements. The Code requires storage capacity for a 2-hour fire flow of 1,000 gallons per
minute (g.p.m.) for a one-to two dwelling home, which amounts to 120,000 gallons, and a 2-
hour fire flow of 1,500 G.P.M. for a building over 3,600 square feet, which amounts to 180,000
gallons. The BPWSSSD Cedar Point Water System uses a one-million-gallon tank which exceeds
these requirements.
The following table, table III-A-1 summarizes the quantity requirements taken from the two
documents referenced above. Another important component of the water system that is
added to the table and is analyzed in this plan is Water Right. The water right capacity will
depend on the average daily flow for indoor use and average yearly flow for outdoor use.
Table III-A-1
The BPWSSSD Cedar Point System Water Study
2015 2
Quantity Requirements
Water System
Component
Indoor Use
Outdoor Use
Fire Flow
Requirement
Water Right
SYSTEM AVERAGE
per ERC or 400 GPD
SYSTEM AVERAGE per ERC or
2.68 Acre-ft/Yr per Irr. Acre none
Water Source
800 GPD per ERC
4.52 GPM per Irrigation Acre
none
Water Storage
400 GPD per ERC
4,081 Gallons per Irrigation Acre
210,000 gallons
Distribution
2 x Peak Day
9.04 GPM per Irrigation Acre
1,750 GPM minimum(1)
(1) Required Fire Flow for one-two dwelling home greater than 3,600 square feet at Fire Hydrant.
GPD = Gallons per Day.
GPM = Gallons per Minute.
ERC = Equivalent Residential Connection.
N = Number of Equivalent Residential Connections.
1. INDOOR USE
The BPWSSSD Cedar Point System currently has 191.7 allocated equivalent residential
connections (ERCs). See table below.
Table III-A-2
Equivalent Residential Connections (ERC)
B. WATER RIGHTS
1. Existing Water Rights
The BPWSSSD Cedar Point System owns the right to 324 acre-feet through two active wells.
Table III-B-1, as follows, shows the water rights that the BPWSSSD Cedar Point System has.
Table III-B-1
The BPWSSSD Cedar Point System Water Study
2015 3
Water Rights
WATER RIGHT NUMBER POINT OF DIVERSIONS ACRE-FEET
81-4014 Well 59 131.00
81-4600 Cook Well 193.00
81-4676 Inactive – Jessop Well 48.00
81-4599 (Part ownership) Inactive – Well 246.00
There are sufficient water rights to meet the current 81 acre-feet of demand. According to the
number of ERCs needed, the system is required to provide at least 117.09 acre -feet to supply
water for the entire year. The table in Section E has this calculation.
C. WATER SOURCE
1. Existing Water Source
BPWSSSD Cedar Point System currently sources its water from three wells, the new Cook Well,
Jessop Well and Well 59. These three wells can provide a max 24-hour constant rate flow of 227
gallons per minute (gpm) and said flow should be rated at 181.6 gpm to use the 80 percent rule
by the State of Utah. See Table III-C-1 below of said wells.
Table III-C-1
Water Wells
2. Analysis of Water Source
Quantity requirements from section III-A are used to estimate the required water source
capacity for THE BPWSSSD CEDAR POINT SYSTEM. The required source will be calculated using
a peak daily flow requirement of 800 gallons per day per ERC for indoor use and 4.52 gallons
per minute per irrigated acre for outdoor use. Calculations of source capacity are displayed in
Table III-C-2 below.
Table III-C-2
Water Source Requirements
PEAK DEMAND
USER
#
ERC’S GPD/USER TOTAL GPD
TOTAL
GPM
RESIDENTIAL INDOOR IN ERC 191.7 800 153,360 106.5
Outdoor Use 191.7 391 74,955 52.0
TOTAL
GPM 158.5
4.2 Summary - Existing Sources (enter in green cells below)
Total Existing Source Capacity (in gpm)227
WS003 WELL #59 SAFE YIELD 72
WS004 NEW COOK WELL SAFE YIELD 108
WS002 JESSOP WELL 47
The BPWSSSD Cedar Point System Water Study
2015 4
Using the State of Utah 80 percent usage of a well yield, the 3 wells listed in Table III -C-1 exceed
the 158.5 gallons per minute that is required. There is sufficient source for Mountain View
Estates.
D. WATER STORAGE
1. Existing Water Storage
Presently, THE BPWSSSD CEDAR POINT SYSTEM currently has 1,000,000 gallons of main storage
in the main entire system. There is one tank that supplies storage for the Cedar Point area.
2. Analysis of Water Storage
The required water storage capacity for indoor use, and fire flow is shown in the table III-D-1
below. Storage requirements from section III-A were used to calculate the required water
storage capacity.
Table V-D-1
Water Storage Requirements
USE Units G.P.D.
Indoor Unit
=ERC 191.7 76,680
Outdoor
Unit = ERC 191.7 46,940
Fire Flow 180,000
TOTAL 303,620
The current storage capacity of 1,000,000 gallons is an efficient amount of storage now and for
future growth. There is sufficient storge for Mountain View Estates.
The BPWSSSD Cedar Point System Water Study
2015 5
E. SYSTEM ANALYSIS
1. Capacity Analysis
System Number 27-089
1.1 Indoor Water Use
Number of residential connections - - - - - - - - - - -- - - - - - - - - - - - - - - - - - -- - - - - - - - -184
Number of other connections - - - 7.7 ERCs of other connections 7.7
Total Equivalent Residential Connections (ERCs)191.7
gpd/ERC Total (gpm)Gallons/ERC Total (gallons)ac-ft/yr/ERC Total (ac-ft/yr)
800 106.5 400 76,680 0.45 86.27
NOTE= SOURCE FOR HOTEL IS 150 GPD/UNIT
1.2 Outdoor Water Use
Is the drinking water used for outdoor irrigation? Yes
Residential ERCs using drinking water for irrigation - - - - - - - - - - - - > > >192
Percentage of Residential ERCs using DW for irrigation - - - - - - - - - - - - > > >104%Map Zones
Average irrigated acreage per residential connection - - - - - - - - - - - - > > >0.06 1
Total irrigated acreage of other connections (park, school, etc.)- - - - - - - - - - - - > > >0.00 2
Irrigation zone 5 3
4
5
6
gpd/ERC Total (gpm)Gallons/ERC Total (gallons)ac-ft/yr/ERC Total (ac-ft/yr)
391 52.0 245 46,940 0.16 30.83
1.3 Fire Flow Water Use
Does the water system provide fire protection?
Maximum fire flow demand (in gpm) for water system or pressure zone 1,500
Maximum fire suppression duration (in hours) for water system or pressure zone 2
Required Fire Suppression Storage (in gallons) - - - - - - - - - - - - - - - - - - - - > > >180,000 107
2. Summary of Water System Capacity Requirements
gpd/ERC Total (gpm)Gallons/ERC Total (gallons)ac-ft/yr/ERC Total (ac-ft/yr)
1,191 158.5 645 303,620 0.61 117.09
2.1 Does this system have adequate source capacity (per R309-510-7)?
Required Source Capacity 158.5 gpm
Existing Source Capacity 227.0 gpm
Source Capacity Deficit None gpm
Existing % of Total Req'd 143.2%
MINIMUM CAPACITY REQUIREMENTS FOR WATER SYSTEM
Storage (indoor + outdoor + fire)Water Rights (indoor + outdoor)
This source capacity assessment is a general overall system calculation. It may not reflect the variations in individual areas or pressure zones.
Water Rights
(*Verify req'd fire flow and duration with local fire code officials.*
Enter notes here, e.g. fire official contact info or comments.)
(Enter notes here regarding whether and what
% of irrigation water is supplied by PWS.)
Source (indoor + outdoor)
Storage
Source
Water Rights
Division of Drinking Water — Water System Capacity Calculation Sheet (Last Update 2/12/2016)
*Enter the green cells only*
(Example: water use of 2
factories equals to water use of
55 homes.)
MINIMUM REQUIREMENTS FOR INDOOR WATER USE (ERCs)
System Name
MINIMUM REQUIREMENTS FOR IRRIGATION USE
Source
CEDAR POINT WATER SYSTEM
Storage
Enter number of non-residential connections, e.g., 2 industrial connections.
Convert "Number of other connections" (Cell E9) to ERCs here. [ERCs of other
connections = peak day demand of other connections in gal per day / 800 gpd]
Enter estimated irrigated acre
per residential lot here.
Enter total irrigated acres of
other connections here.
Enter fire flow in gpm.
Enter duration in
hours.
Autolink to 4.2 "Total Existing Source Capacity" cell below.
Select Irrigated Zone
# from the pick list.
See "Irrigation Demands & Map" tab
on the bottom of the
screen.
Less than 100% indicates: (1) additional source capacity is needed,
and (2) source deficiency should be assessed.
Autolink to 2 "Total Source" cell above.
Source deficit indicates that: (1) additional source capacity is
needed, and (2) source deficiency should be assessed.
The BPWSSSD Cedar Point System Water Study
2015 6
2.2 Does this system have adequate storage capacity (per R309-510-8)?
Total Required Storage 303,620 gal
Existing Storage Capacity 1,000,000 gal
Storage Capacity Deficit None gal
Required Fire Storage 180,000 gal
Not
Applicable
Existing % of Total Req'd 329.4%
3. Transient PWS Indoor Water Use — ERC Calcuation (See R309-510, Tables 510-1, 2, & 4 for other facility types.)
GPD/person*GPD/site or
pad Gallons/person Gallon/site
or pad
ERC/site or
pad
Total # of
sites/pads ERCs
150 0 75 0.19 41 7.7
150 0 75 0.19 0 0.0
150 0 75 0.19 0 0.0
150 0 75 0.19 0 0.0
Number of people per camp site
Source
(GPD/vehicle)
Storage
(Gal./vehicle)
ERC/1000
vehicles served
Vehicles
served/day ERCs
7 3.5 8.8 0 0.0
4. Data Input for Calculating ERCs, Source and Storage 4.2 Summary - Existing Sources (enter in green cells below)
Total Existing Source Capacity (in gpm)227
4.1 Projected ERCs Calculation (optional)WS003 WELL #59 SAFE YIELD 72
Total Projected ERCs 184 WS004 NEW COOK WELL SAFE YIELD 108
Existing Residential Connections 175 WS002 JESSOP WELL 47
Obligated Future ERCs (enter below)9
Example 1 Subdivision 0 water rights:
Example 2 Homes 9 WR 81-4014 -131.0 ACRE-FEET
Example 3 Estates 0 WR 81-4600 - 193.0 ACRE-FEET
0 GREATER THAN 72.75 AF REQUIRED
0
0
0
Maximum ERCs (assuming indoor use only)408.6
4.3 Summary - Existing Storage Tanks (enter below)
Total Existing Storage Cap. (in gallons)1,000,000
ST001 TANK 1 1,000,000
CEDAR POINT WATER SYSTEM
Roadway Rest Stop w/ flushometer valves
This storage capacity assessment is a general overall system calculation. It may not reflect the variations in individual areas or pressure zones.
Is storage deficiency solely
due to fire storage?
(Enter notes here. If additional space is needed, click the
"Additional Notes" tab on the bottom of the screen.)
Facility Type
Source
MINIMUM REQUIREMENTS FOR INDOOR USE
Cabin Units
Storage
Autolink to 4.3 "Total Existing Storage Capcity" cell below.
If applicable, enter number of people per camp site here.
Storage deficit indicates that: (1) additional storage volume is
needed, and (2) storage deficiency should be assessed.
Use this number in
Cell I8 ("Number of
residential connections") on
Page 1 to calculate
PROJECTED demand & req'ts
(including both
existing & future connections).
Diaphragm or air
pressure tanks shall
NOT be considered effective storage
volume for (1)
community systems, or (2) NTNC with
significant demand
UNLESS an exception has been granted.
Autolink to 2 "Total Storage" cell above.
If applicable, use this
number in cell I8 or
cell I9 on Page 1.
If NO, answer one of question set 2.01 to 2.05 in ESS.
If YES, answer one of question set 2.06 to 2.10 in ESS.
Less than 100% indicates: (1) additional storage capacity is needed,
and (2) storage deficiency should be assessed.
The BPWSSSD Cedar Point System Water Study
2015 7
2. Analysis of System
A computer network analysis of the BPWSSSD CEDAR POINT SYSTEM existing distribution
system from the tank to the new 8-inch line was completed using peak day use flows, then peak
instantaneous flows, and then running scenarios of fire flows with peak day flows.
A computer program called EPAnet2 was used to model the existing system. It calculate s the
available flows at designated points (Nodes) in the system.
Six different scenarios were modeled in EPAnet2. For each scenario results are shown for
system prior to the additional water line and after the new water line is installed. The first
scenario shows the pressures at each node during peak day flows. The second scenario shows
the pressures at node during peak instantaneous flows. Scenarios 3-6 show peak day rates but
were also ran by picking a different node within the system and applying the fire flow in gallons
per minute. The fire flow that created a pressure close to 20 psi at any location in the
distribution system is the recorded fire flow for that scenario.
The model was create using node points, pipes, and a storage tank. The node points variables
include elevations and base required flow rates. The pipes variables include pipe diameter,
length, and pipe roughness. The tank variable included base elevation, storage volume, and
peak storage elevation. Using these elements, the software was able to determine pressure
and head at each node. These nodes are also near fire hydrants and are used to determine
pressure rates throughout the system during fire use. Table VI displays all pipes used in the
model with their included variables. The model layout is in Appendix A.
Table VI-E-1
Model Pipe Information
The BPWSSSD Cedar Point System Water Study
2015 8
Image III-E-2
Model Layout
3. Scenario 1: Peak Day Flows
Based on the information in Table VII-E-3.1, the required peak day flow must meet 191.7
connections, 158.5 gpm, for the system (0.83 gpm per connection). The total demand was
allocated to each node based on the demand that would be required at that location. At node
J2 there is one residential connection at that location and a value of 0.83 gpm was set. Nodes 1-
5 serve a total of 10 residential connections which requires 1.66 gpm at each node. The rest of
the system is served downstream. 180.7 connections (149.98 gpm) were set at node 6. Each
Node must have a minimum 40 psi to meet the required peak day pressure. Table VIII-E-2
displays the results of the model’s simulation for peak day use. The minimum pressure lies at
node J5 at the end of the existing 6-inch line at 55.02 psi. The current system meets the
requirements for peak day use. Tables VIII-E-3.2 and IX-E-3.3 show that the system successfully
meets the 40 psi rule for peak day use at each node with or without the new 8-inch water line.
Table VII-E-3.1
PEAK DAY CALCULATIONS
PEAK DEMAND
USER # UNITS GPD/USER TOTAL GPD TOTAL GPM
RESIDENTIAL
HOMES 191.7 800 153,360 106.50
OUTDOOR USE 191.7 390.6 74,878 52.00
TOTAL GPM 158.50
The BPWSSSD Cedar Point System Water Study
2015 9
Table VIII-E-3.2 Peak Day without New Water Line
Table IX-E-3.3 Peak Day with New Water Line
4. Scenario 2: Peak Instantaneous Flows
Peak instantaneous flow must meet twice the flow of the peak day demand at each node (1.66
at node J2, 3.33 at nodes 1-5, and 299.96 at node 6). Each Node must have a minimum of 30 psi
to meet the required peak instantaneous pressure. Table X-E-4.1 displays the results of the
model’s simulation for peak instantaneous use without the new water line and Table XI-E-4.2
with the new water line. The minimum pressure lies at node J5 at the end of the existing 6-inch
line at 54.33 psi. The current system meets the requirements for peak instantaneous use with
or without the new 8-inch line. The new 8-inch line increases the pressure at node 5 by 2.63 psi.
The BPWSSSD Cedar Point System Water Study
2015 10
Table X-E-4.1 Peak Instantaneous without New Water Line
Table XI-E-4.2 Peak Instantaneous with New Water Line
5. Scenarios 3-6: Peak Day with Fire Flows
Like Peak Day use, each node was set to require a base demand of 0.83 gpm at node J2, 1.66
gpm and nodes 1-5, and 149.98 gpm at node 6. However, the demand was increased at
separate nodes until the psi reached a minimum of 20 psi at least one other node. The nodes
that were tested for fire flow were 1, 3, 4, and 5. These varying scenarios depict how much base
demand can be pulled from one node before any point in the system reaches 20 psi or below.
Scenario 3 illustrates peak day plus fire flow at Node J1 (the northeast corner of the Mountain
View Estates subdivision). Before the new line is installed, the base demand at node J1 can
reach 1,868 gpm before pressure dropped to 20.02 psi at node J5. If the line is installed, the
base demand at node J1 can reach 2325 gpm before pressure dropped to 20.08 psi at node J5.
The BPWSSSD Cedar Point System Water Study
2015 11
Table XII-E-5.1 Peak with Fire J1 without New Water Line
Table XIII-E-5.2 Peak with Fire J1 with New Water Line
Scenario 4 illustrates peak day plus fire flow at Node J3 (the southwest corner of the Mountain
View Estates subdivision). Before the new line is installed, the base demand at node J3 can
reach 1868 gpm before pressure dropped to 20.02 psi at node J5. If the line is installed, the
base demand at node J3 can reach 2070 gpm before pressure dropped to 20.07 psi at node J5.
The BPWSSSD Cedar Point System Water Study
2015 12
Table XIV-E-5.3 Peak with Fire J3 without New Water Line
Table XV-E-5.4 Peak with Fire J3 with New Water Line
Scenario 5 illustrates peak day plus fire flow at Node J4 (the northwest corner of the Mountain
View Estates subdivision). Before the new line is installed, the base demand at node J1 can reach
834 gpm before pressure dropped to 20.01 psi at node J5. If the line is installed, the base demand
at node J4 can reach 1821 gpm before pressure dropped to 20.09 psi at node J5. In this scenario
the new 8-inch line brings the system into compliance with the minimum flow requirements for
peak day with fire flows whereas it did not previously meet those requirements.
The BPWSSSD Cedar Point System Water Study
2015 13
Table XVI-E-5.5 Peak with Fire J4 without New Water Line
Table XVII-E-5.6 Peak with Fire J4 with New Water Line
Scenario 6 illustrates peak day plus fire flow at Node J5 (the node at the end of the existing 6-
inch line north of the Mountain View Estates subdivision). Before the new line is installed, the
base demand at node J5 can reach 496 gpm before pressure dropped to 20.09 psi at node J5. If
the line is installed, the base demand at node J5 can reach 859 gpm before pressure dropped to
20.05 psi at node J5. Although the system does not meet the minimum requirement of 1000 gpm
at this node with or without the new 8-inch line, the new 8-inch line provides for an increase of
363 psi to the current pipe layout under fire conditions at this node. Installing the new 8-inch line
will act as a significant improvement to the current system.
The BPWSSSD Cedar Point System Water Study
2015 14
Table XVIII-E-5.7 Peak with Fire J5 without New Water Line
Table XIX-E-5.8 Peak with Fire J5 with New Water Line
The tables for each scenario can be found in Appendix A. As shown, the pressure at each node
stays above the minimum allowable value of 20 psi when the demand at any of the tested nodes
raised above the required rate of 1,000 gpm except at node J5. However, the proposed 8-inch
line does increase the pressure along the existing 6 -inch line which is what the BPWSSSD was
hoping for.
The BPWSSSD Cedar Point System Water Study
2015 15
IV. WATER SYSTEM RECOMMENDATIONS
A. WATER RIGHTS
THE BPWSSSD CEDAR POINT SYSTEM is currently efficient with water rights as described in
section III-B.
B. WATER SOURCE
THE BPWSSSD CEDAR POINT SYSTEM is currently sufficient with water source as described in
section III-C.
C. WATER STORAGE
THE BPWSSSD CEDAR POINT SYSTEM is efficient in storage at the present time.
V. CONCLUSION
The service area that THE BPWSSSD CEDAR POINT SYSTEM serves has current parcels of land that have
or will need allocated water. Currently the system can meet all requirements for these parcels.
REFERENCES
Utah Division of Drinking Water Construction Assistance Program:
http://www.drinkingwater.utah.gov/loan_program_intro.htm
Utah DDW – 2010 MAGI by Town:
http://www.drinkingwater.utah.gov/documents/engineering/MAGI_2010_Town.htm
Utah DDW – R309-510 Facility Design and Operation: Minimum Sizing Requirements
http://www.drinkingwater.utah.gov/documents/rules_ddw_version/R309-510_4-27-09.htm
APPENDIX A
EPANET MAPS & ANALYSIS
FIGURE 1
HEC-HMS MODEL ANALYSIS MAP
Table XI
Model Pipe Information
Table XII
Scenario 1: Peak Day
Peak Day without the new 8-inch line
Peak Day with the new 8-inch line
Table XIII
Scenario 2: Peak Instantaneous
Peak Instantaneous without the new 8-inch line
Peak Instantaneous with the new 8-inch line
Figure 2
Scenario 3: Peak Day with Fire Flows at Node 1 with and without the 8-inch Line
Figure 3
Scenario 4: Peak Day with Fire Flows at Node 3 with and without the 8-inch Line
Figure 4
Scenario 5: Peak Day with Fire Flows at Node 4 with and without the 8-inch Line
Figure 5
Scenario 6: Peak Day with Fire Flows at Node 5 with and without the 8-inch Line