HomeMy WebLinkAboutPA2020103 - EVMWD WATER STUDYElsinore Valley Municipal Water District
31315 Chaney Street, Lake Elsinore, CA 92531, Phone: (951) 674-3146
Description :
Address :
Document Filename : 2023-00068_Water Study_PC2.pdf
General Comments
The document has been appoved with minor comments as noted below:
Final Report - Approved
Application No. 2023-00068-PC
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WATER SYSTEM ANALYSIS
BAKER INDUSTRIAL
APPLICATION # 2023-00068
NOVEMBER 2023
PREPARED FOR:
EPD SOLUTIONS
3333 MICHELSON DRIVE, STE. 500
IRVINE, CA 92612
PREPARED BY:
KWC ENGINEERS
1880 COMPTON AVENUE, SUITE 100
CORONA, CA 92881
BAKER INDUSTRIAL 1
Version: 06/23/23
Table of Contents
LIST OF TABLES .................................................................................................................................. 2
ATTACHMENTS .................................................................................................................................. 2
CHAPTER 1 - INTRODUCTION .............................................................................................................. 3
INTRODUCTION .............................................................................................................................. 3
PROJECT OVERVIEW ....................................................................................................................... 3
PURPOSE OF STUDY ....................................................................................................................... 3
CHAPTER 2 – DESIGN CRITERIA ........................................................................................................... 4
WATER DUTY FACTORS................................................................................................................... 4
DESIGN CRITERIA............................................................................................................................ 5
CHAPTER 3 – PROJECTED WATER DEMANDS ....................................................................................... 7
PROJECTED WATER DEMANDS........................................................................................................ 7
RESERVOIR STORAGE CAPACITY...................................................................................................... 7
PUMPING CAPACITY ....................................................................................................................... 8
CHAPTER 4 – EXISTING WATER FACILITIES ........................................................................................... 9
EXISTING WATER FACILITIES ........................................................................................................... 9
CHAPTER 5 – WATER SYSTEM ANALYSIS ........................................................................................... 10
HYDRAULIC MODELING ................................................................................................................ 10
WATER ANALYSIS SUMMARY ....................................................................................................... 11
SYSTEM PRESSURES ..................................................................................................................... 11
VELOCITY ..................................................................................................................................... 12
HEAD LOSS ................................................................................................................................... 12
RESERVOIR STORAGE CAPACITY EVALUATION ............................................................................... 12
PUMPING CAPACITY EVALUATION ................................................................................................ 12
CHAPTER 6 - RECOMMENDED WATER FACILITIES .............................................................................. 13
DISTRIBUTION SYSTEM ................................................................................................................. 13
RESERVOIR STORAGE ................................................................................................................... 13
PUMPING..................................................................................................................................... 13
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List of Tables
TABLE 2-1 WATER DUTY FACTORS……………………………………………………………………………………………………….4
TABLE 2-2 DESIGN CRITERIA……….……………………………………………………………………………………………………….5
TABLE 3-1 PROJECTED WATER DEMANDS……….…………………………………………………………………………….…….7
TABLE 3-2 RESERVOIR STORAGE REQUIREMENTS………………………………………………………………………….…….7
TABLE 3-3 PUMPING CAPACITY REQUIREMENTS………………..………………………………………………………………..8
TABLE 5-1 WATER ANALYSIS SUMMARY……………….………………………………………………………………….…….…11
TABLE 5-2 RESERVOIR STORAGE CAPACITY EVALUATION…..…...…………………………………………………………12
TABLE 5-3 PUMPING CAPACITY EVALUATION…………………….………………………………………………………………12
Attachments
ATTACHMENT A LOCATION MAP
ATTACHMENT B SITE PLAN
ATTACHMENT C EXISTING WATER FACILITY MAP
ATTACHMENT D COPY OF EVMWD FIRE FLOW TEST
ATTACHMENT E COPY OF FIRE DEPARTMENT FIRE FLOW REQUIREMENTS
ATTACHMENT F HYDRULIC MODEL ANALYIS AND NODE/PIPE DIAGRAM
ATTACHMENT G STATIC PRESSURE CALCULATIONS AND STATIC PRESSURE MAP
ATTACHMENT H PROPOSED WATER FACILITY MAP
ATTACHMENT I COPY OF EVMWD MASTER PLAN EXISTING STORAGE CAPACITY
ATTACHMENT J COPY OF EVMWD MASTER PLAN EXISTING PUMP CAPACITY
BAKER INDUSTRIAL 3
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Chapter 1 - Introduction
Introduction
This report provides a water system analysis for the Baker Industrial project in the Elsinore Valley
Municipal Water District (EVMWD or District). This report will provide information concerning projected
water demands, existing facilities, and recommended facilities associated with serving the project.
Project Overview
The Baker Industrial site consists of approximately 63 acres of currently vacant land that is proposed for
industrial development. The site is located along Baker Street, south of Pierce Street and Nichols Road.
Collier Avenue and Interstate 15 are located just northeast of the site. The properties surrounding the
project are currently undeveloped and the area between the project and Collier Avenue is within a flood
zone that will remain open space. The site is currently planned for two industrial buildings totaling just
under 1,000,000 square feet of building space. The building sizes and layout may be adjusted as potential
tenants are identified. Attachment A provides a project location map and Attachment B provides the
preliminary site plan for the project.
Purpose of Study
The project is located within the Elsinore Valley Municipal Water District for water service. Water service
for the project will be provided by EVMWD’s 1434 Zone. The purpose of this report is to establish the
potable water facilities that will be required for the development of the project within the zone.
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Chapter 2 – Design Criteria
This section represents the design criteria used to evaluate recommended water system improvements
for the project. The criteria utilized in this study are in accordance with the District’s 2023 Design
Standards and 2023 Water System Master Plan.
Water Duty Factors
Table 2-1 presents the water duty factors (WDF) used for projecting water demands for the project.
Table 2-1 Water Duty Factors
Land Use Category WDF (gpd) Unit
Single Family Residential 500 Dwelling
Unit (DU)
Condominium/Townhome Residential 300 DU
Business Park 800 acre
General Commercial 2,300 acre
Limited Industrial 700 acre
Open Space - Recreation 2,300 acre
Public Institutional 1,300 acre
Hillside Residential (1) 1,400 acre
Very Low Density Residential
(0.1 – 0.5 DU/acre) 700 acre
Low Density Residential (0.5-2 DU/acre) 1,200 acre
Low Medium Density Residential
(2-4 DU/acre) 2,000 acre
Medium Density Residential
(4-6 DU/acre) 2,200 acre
Medium High Density Residential
(6-12 DU/acre) 2,400 acre
High Density Residential
(12-24 DU/acre) 2,600 acre
Mixed Use (24 DU/acre max) 1,700 acre
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Design Criteria
Table 2-2 presents the design criteria used for sizing of EVMWD facilities for the project.
Table 2-2 Design Criteria
Description Value Units
Peaking Factor
Maximum Day Demand (MDD) 1.75 x Average Day
Demand (ADD) ---
Peak Hour Demand (PHD) 3.5 x ADD ---
System Pressures
Maximum Pressure - MDD conditions 125 psi
Minimum Pressure - PHD conditions, new facilities 60 psi
Minimum Pressure - PHD conditions, existing facilities 40 psi
Minimum Pressure - MDD with fire flow conditions 20 psi
Maximum Pipeline Velocity
Transmission Pipelines (≥ 12-inch diameter) – PHD
conditions 6 fps
Transmission Pipelines in 1434 Loop Zone between
Reservoirs – PHD conditions 3 fps
Distribution Pipelines (<12-inch diameter) – PHD
conditions 4 fps
Existing Pipelines under MDD plus fire flow conditions 10 fps
Pumping Station suction piping – MDD conditions 8 fps
Maximum Head Loss
Transmission Pipelines (≥ 12-inch diameter) – PHD
conditions 3 ft/1000 ft
Distribution Pipelines (<12-inch diameter) – PHD
conditions 15 ft/1000 ft
Reservoir Storage Volume
Operational Storage Volume 30% of MDD
Fire Flow Highest fire flow requirement per
zone under MDD
Emergency Storage Volume 100% of MDD
Pump Station Capacity
By Pressure Zone, for zones with gravity storage MDD with firm transfer/booster
capacity between zones
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Table 2-2 Design Criteria
Description Value Units
By Pressure Zone, for zones without gravity storage
PHD with firm transfer/booster
capacity between zones AND
PHD+Fire with total
transfer/booster capacity
between zones
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Chapter 3 – Projected Water Demands
This chapter provides the projected water demands, pumping capacity and reservoir storage
requirements for the project based on the information presented above and using the criteria from
Chapter 2.
Projected Water Demands
Table 3-1 presents the projected average day water demand (ADD), maximum day demands (MDD) and
peak hour demands (PHD).
Table 3-1 Projected Water Demands ADD, MDD and PHD
Description/Land Use Area
(Acres) EDU WDF
(gpd/unit) Unit ADD
(mgd)
MDD
(mgd)
PHD
(mgd)
Limited Industrial 62.8 700 ac 0.044 0.077 0.154
Total 0.044 0.077 0.154
Reservoir Storage Capacity
Table 3-2 summarizes the reservoir storage requirements.
Table 3-2 Reservoir Storage Requirements
Pressure Zone
MDD
(mgd)
Operational
Storage
Volume
(MG)
Emergency
Storage
Volume
(MG)
Fire Flow
Storage
(MG)
Total
Required
Storage
(MG)
1434 0.077 0.02 0.08 01 0.10
Total 0.02 0.08 0 0.10
1 Fire flow storage is provided in existing 1434 Zone Reservoirs.
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Pumping Capacity
Table 3-3 summarizes the pumping capacity requirements.
Table 3-3 Pumping Capacity Requirements
Pressure Zone MDD
(mgd)
Pumping
Duration
(hr)
Total
Required
Pumping
Capacity
(gpm)
1434 0.077 16 80
Total 80
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Chapter 4 – Existing Water Facilities
The existing water facilities in the vicinity of the project are in the existing 1434 and 1601 water service
zones. Attachment C presents a map showing the boundaries of the project and the existing regional
water facilities in the vicinity of the project.
Existing Water Facilities
The closest existing water facilities in the vicinity of the Project are within the 1434 Zone. The 1434 Zone
is the largest EVMWD water pressure zone and covers approximately 30 percent of the EVMWD service
area. The Lake Street 1434 Zone Reservoir is located to the north of the project and has a capacity of 8.0
MG. A 30-inch 1434 Zone transmission line extends from the Lake Street Reservoir, south in Temescal
Canyon Road and Nichols Road to Terra Cotta Road. The line is routed south in Terra Cotta Road and then
east to Baker Street. A 20-inch transmission line is extended north along Baker Street to the Baker 1434
Zone reservoir. The Baker reservoir has a capacity of 5.0 MG and is located adjacent to the southwest
boundary of the Baker Industrial Project. The 1434 Zone reservoirs have a pad elevation of 1402 feet and
a high water line elevation of 1434 feet. The 1434 Zone is supplied by Auld Valley pump station and
groundwater wells.
There are also 1601 Zone water facilities in the vicinity of the project. There are two existing 1601 Zone
Reservoirs within the Alberhill Ranch project, Alberhill 1A and Alberhill 1B, that each have a capacity of
1.5 million gallons (MG) for a total capacity of 3.0 MG. These reservoirs have a high water line elevation
of 1,601 feet and a bottom elevation of 1,570 feet. These reservoirs are currently supplied by the Lucerne
Booster Station, but the Alberhill Booster Station is in construction and expected to be completed and in
service in 2024. The Alberhill Booster Station is located along the south side of Nichols Road, just
southeast of Lake Street. 1601 Zone transmission lines in the area include 20-inch lines in Nichols Road
and Terra Cotta Road.
The Baker Industrial project site proposes two buildings with finish floor elevations of Building 1 ranging
from 1280.0 to 1283.1 feet and Building 2 having a proposed finish floor elevation of 1276.7 feet.
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Chapter 5 – Water System Analysis
This chapter presents the recommended water system improvements required to provide service to the
Baker Industrial project. An evaluation of distribution, storage, and pumping facilities is provided.
Hydraulic Modeling
Hydraulic modeling was performed to verify the proposed onsite water system’s ability to serve the
project. A fire flow test conducted along Baker Street near the southwest corner of the project and was
used as the basis for the hydraulic model. The results of the fire flow test are included in Attachment D
for reference. The fire flow requirement of 4,000 gpm at 20 psi for a 4 hour duration was identified in a
letter from the fire department and is included as Attachment E. The available hydraulic grade line used
in the modeling for the various scenarios was based on a review of the fire flow test data. For average
day demand and maximum day demand scenarios, an HGL of 1434 was used. For peak hour demands, an
HGL of 1418 feet corresponding to a half full reservoir was used. For maximum day demand plus fire flow,
the fire flow test data was interpolated for a fire flow of 4,000 gpm and a corresponding HGL of 1375 feet
was used. The Hazen-Williams equation for determining head losses in pipes and a Hazen-Williams pipe
roughness coefficient “C” of 120 is used for all pipes. The detailed hydraulic modeling results are provided
in Attachment F for the following scenarios along with the pipe/node diagram.
1. Average Day Demand
2. Maximum Day Demand
3. Maximum Day Demand plus Fire Flow of 4,000 gpm for 4 hours at Junction 22.
4. Peak Hour Demand
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Water Analysis Summary
Table 5-1 summarizes the water analysis results.
Table 5-1 Summary of Water Analysis
Description Criteria
Value Units Minimum
Value
Maximum
Value
Criteria Met
(Yes/No)
System Pressures
Maximum Pressure - MDD
conditions 125 psi 67.6 73.8 Yes
Minimum Pressure - PHD
conditions, new facilities 60 psi 60.7 66.9 Yes
Minimum Pressure - MDD with
fire flow conditions 20 psi 33.1 48.1 Yes
Maximum Pipeline Velocity
Transmission Pipelines (≥ 12-
inch diameter) – PHD conditions 6 fps 0.02 0.17 Yes
Transmission Pipelines in 1434
Loop Zone between Reservoirs –
PHD conditions
3 fps 0.02 0.17 Yes
Distribution Pipelines (<12-inch
diameter) – PHD conditions 4 fps N/A N/A N/A
Maximum Head Loss
Transmission Pipelines (≥ 12-
inch diameter) – PHD conditions 3 ft/1000 ft 0.01 0.02 Yes
Distribution Pipelines (<12-inch
diameter) – PHD conditions 15 ft/1000 ft N/A N/A Yes
System Pressures
The project site is on the upper limits of the 1434 Zone. Building 2 receives a minimum static pressure of
61.1 psi when the supply reservoir is half full. The preliminary site plan shows Building 1 with a range of
finish floor elevations of 1280.0 to 1283.1 which results in minimum static pressures ranging from 58.4
psi to 59.8 psi. This narrowly misses the minimum 60 psi static pressure requirement. The hydraulic
modeling was based on finish surface elevations at the site and results in pressures of just above 60 psi
during peak hour demand scenario as summarized in Table 5-1. Given the proximity of the project to the
supply reservoir, supply pressures are anticipated to have minimal fluctuations due to system losses.
Attachment G provides a detailed breakdown of static pressures by building finish floor elevation and
BAKER INDUSTRIAL 12
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identifies the building that has slightly less than a static pressure of 60 psi with the reservoir half full.
Maximum static pressures are well below the 125 psi maximum static pressure with the reservoir full.
Velocity
The maximum pipeline velocity during non-fire flow scenarios is 0.2 feet per second. The maximum
pipeline velocity during a fire flow scenario is 6.5 feet per second. The velocities meet the required
velocity criteria.
Head Loss
The maximum head during peak hour demand conditions in the proposed 12-inch water line that will
serve the project is 0.02 ft per 1,000 feet. This meets the required head loss criteria.
Reservoir Storage Capacity Evaluation
Table 5.2 notes the storage capacity evaluation for the project.
Table 5-2 Storage Capacity Evaluation
Pressure Zone
Existing
Surplus
Storage1
Required
Storage
Available
Storage Deficient
(MG) (MG) (MG) (Yes/No)
1434 11.32 0.10 11.22 No
Note 1. Existing surplus storage from Table 7-5 from Master Plan attached in Attachment I
Pumping Capacity Evaluation
Table 5-3 Pumping Capacity Evaluation
Pressure Zone
Existing
Pumping
Surplus1
Required
Pumping
Capacity
Available
Pumping
Capacity
Deficient
(gpm) (gpm) (gpm) (Yes/No)
1434 7,866 80 7,786 No
Note 1. Existing pumping surplus from Table 7-8 from Master Plan attached in Attachment J
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Chapter 6 - Recommended Water Facilities
This chapter presents the recommended water system improvements required to provide service to the
Baker industrial project. Attachment H presents the proposed water facilities to be constructed for the
project.
Distribution System
There are currently no water lines fronting the Baker Industrial project. To receive water service, a District
36-inch 1434 Zone CIP line is proposed to be installed in Nichols Road from Terra Cotta Road to Baker
Street and in Baker Street to the existing 20-inch line that supplies the Baker Reservoir. The Baker Street
project proposes to receive water service by making two connections to the proposed transmission line
in Baker Street and constructing a looped piping system onsite between the two connections. EVMWD
does not allow fire hydrants to be served off private systems so the onsite loop will need to be public. The
onsite line will be located in an easement and be located in accordance with EVMWD requirements which
includes not locating the line beneath landscaped medians or parking stalls.
Reservoir Storage
The 1434 Zone has a large surplus of reservoir storage capacity and additional storage is not required to
provide service to the Baker Industrial project.
Pumping
The 1434 Zone has a large surplus of pumping capacity and additional pumping capacity is not required
to provide service to the Baker Industrial project.
ATTACHMENT A
LOCATION MAP
VICINITY MAP
NOT TO SCALE
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ATTACHMENT B
SITE PLAN
PREPARED BY:
BAKER INDUSTRIAL
CITY OF LAKE ELSINORE
CONCEPTUAL GRADING PLAN
ATTACHMENT C
EXISTING WATER FACILITY MAP
ATTACHMENT D
COPY OF EVMWD FIRE FLOW TEST
Our Mission…
The EVMWD team delivers total water management that powers the health
and vibrancy of its communities so life can flourish.
951.674.3146 31315 Chaney Street
Fax 951.674.9872 P.O. Box 3000
www.evmwd.com Lake Elsinore, CA 92530
Board of Directors
Andy Morris, President
Chance Edmondson, Vice President
Harvey R. Ryan, Treasurer
Darcy M. Burke, Director
Jack T. Ferguson, Director
General Manager
Greg Thomas
District Secretary
Terese Quintanar
Legal Counsel
Best Best & Krieger
July 5, 2023
Riverside County Fire Department
Attn: Traci Williams
130 S. Main Street
Lake Elsinore, CA 92530
Subject: Fire Flow Test Results for Nichols and Baker - APN – 378-114-005, 378-115-016 &
378-115-025 Conducted on 06/26/2023
The Elsinore Valley Municipal Water District (EVMWD) is providing this letter in response to the
customer’s request dated 06/21/2023, for fire flow test data near Nichols and Baker - APN - 378-
114-005, 378-115-016 & 378-115-025 On 06/26/2023, EVMWD Staff conducted a Flow Test utilizing
a 6” Residential type Hydrant.
All fire hydrants are served from Pressure Zone 1434 and are connected to a 8-inch diameter
waterline. The test resulted in a static pressure of 55 pounds per square inch (psi) and a residual
pressure of 53 psi with a total observed flow rate of ~ 1,021 gallons per minute (gpm). The fire flow
test resulted in a calculated available flow of ~ 4,789 gpm at 20 psi residual.
Furthermore, the nearest fire hydrant is approximately 1,527 feet from the property.
Please contact Engineering Services at (951) 674-3146 Ext. 6705 or engservices@evmwd.net, if
you have any questions regarding this test.
Sincerely,
Mayra A. Cabrera
Senior Civil Engineer – Development Services
MC/sw
Enclosed: Fire Flow Test Exhibit
cc: jo.howard@kwcengineers.com
Baker Industrial
This application has been provided to give a visual display of District facilities
and related geographic information. To be sure of complete accuracy, please
check with Engineering staff for the most up to date information.
3,935
655.9
Legend
1:
Feet655.90327.96
Data Sources: EVMWD, County of Riverside 7/6/2023 8:55:44 AM
Notes
EVMWD Boundary
EVMWD Sphere of Influence
Label House Number
Street Centerlines
Parcels
Waterbodies
Non Potable Valves
Butterfly Valve
Check Valve
Gate Valve
Non Potable Pressure Mains
Air Release
Blowoff
Distribution Main
Hydrant Lateral
Sampling Point
Transmission Main
Drain Line
On Site Irrigation Lines
Recycled Air Vac
Recycled Blowoff
Recycled Pressure Main
Distribution Main
Transmission Main
Air Release
Blowoff
Hydrant Lateral
Fee Credits Sewer
Fee Credits Water
Reimbursements - Sewer
Reimbursements - Water
Back Basin Tributary Benefit Area
A
B
ATTACHMENT E
COPY OF FIRE DEPARTMENT FIRE FLOW REQUIREMENTS
Planning Case Comments
September 20, 2023
CASE: PA 20-103
TPM 2023-04 and CUP 2023-10
Baker Street Industrial
PLANNER: Joey Mendoza, Associate Planner
REVIEWED BY: Traci Williams, Fire Marshal
The Fire Department has reviewed this submittal and provides the
following comments for the applicant’s consideration.
1. This project is in a Very High Fire Hazard Severity Zone of
Riverside County as shown on a map on file with the Clerk of the
Board of Supervisors. Any building constructed within this project
shall comply with special construction provisions contained in the
California Building Code and the California Fire Code.
2. Unless otherwise approved by the Lake Elsinore OFM, dead end
fire apparatus access roads shall not exceed:
• For Very High Fire Hazard Severity Zone and High Fire
Hazard Severity Zone areas – 660 feet
• For Moderate Fire Hazard Severity Zone areas – 800 feet
• For all other areas – 1320 feet
Secondary egress/access fire apparatus access roads shall
provide independent egress/access from/to the area or as
otherwise approved by the OFM. Secondary egress/access fire
apparatus access roads shall be as remote as practical from the
primary fire apparatus access road to reduce the possibility that
both routes will be obstructed by a single emergency.
In Cooperation With
The California Department of Forestry and Fire Protection
130 South Main Street, Lake Elsinore, CA 92530 • Phone (951) 674-3124
www.rvcfire.org
Proudly serving the
unincorporated areas
of riverside county
and the cities of:
Banning
Beaumont
Coachella
Desert Hot Springs
Eastvale
Indian Wells
Indio
Jurupa Valley
Lake Elsinore
La Quinta
Menifee
Moreno Valley
Norco
Palm Desert
Perris
Rancho Mirage
Rubidoux CSD
San Jacinto
Temecula
Wildomar
BOARD OF
SUPERVISORS:
Kevin Jeffries
District 1
Karen Spiegel
District 2
CHARLES WASHINGTON
District 3
V. Manual Perez
District 4
Dr. Yxstian Gutierrez
District 5
Additional fire apparatus access roads based on the potential for
impairment by vehicle congestion, condition of terrain, climatic
conditions, anticipated magnitude of a potential incident, or other
factors that could limit access may be required by the Fire
Marshal. (CFC 503.1.2)
3. The applicant or developer must submit a high fire mitigation plan
and report to the Fire Department, prior to map approval.
4. The applicant or developer shall provide fire hydrants in
accordance with the following:
a. Prior to placing any combustibles on site, provide an
approved water source for firefighting purposes.
b. Prior to building permit issuance, submit plans to the water
district for a water system capable of delivering fire flow as
required by the California Fire Code and Fire Department
standards. Fire hydrants shall be spaced in accordance
with the California Fire Code. Hydrants must produce the
required fire flow per the California Fire Code.
c. Fire flow shall be determined by the building of the single
largest square footage. The required fire flow is estimated to
be 4,000 GPM at 20 PSI for a 4-hour duration, per the 2022
California Fire Code and 778,423 square foot building area
with Type III-B construction.
5. In all new buildings and structures which are 5,000 square feet or
greater, an approved automatic sprinkler system shall be provided
regardless of occupancy classification. Where Sections 903.2.1 –
903.2.21 of the California Fire Code have more restrictive
requirements than those listed below, the more restrictive
requirement shall take precedence.
6. Prior to building permit issuance, install the approved water system
and contact the Fire Department for a verification inspection.
7. The applicant must provide a fire command center for buildings
larger than 300,000 square feet in area in accordance with
California Fire Code 508, Lake Elsinore Municipal Code Section
15.56 and fire department standards.
8. The applicant will need to evaluate the need for emergency
responder radio coverage inside the building in accordance with
California Fire Code Section 510. Prior to building plan review, the
applicant is encouraged to contact the Riverside County Fire
Department for radio requirements.
9. Roads and gates must meet Engineering Department and Fire
Department standards at the time of building permit application.
Current standards require that dead-end roads do not exceed 600
feet in length. Electric gates must have a Knox rapid entry system
and an infrared opening device. Gates must be set back up to 35
feet allow emergency vehicles to safely stop away from traffic flow.
10. Prior to issuance of Building Permits, the applicant/developer shall
provide the Office of the Fire Marshal with an approved site plan for
Fire Lanes and signage. (CFC 501.3)
These comments are preliminary; further review will occur upon
receiving additional plans. Additional requirements may be necessary
at that time. Please feel free to contact me with any questions.
ATTACHMENT F
HYDRULIC MODEL ANALYIS AND NODE/PIPE DIAGRAM
ONSITE WATER DEMANDS ANALYSIS RESULTS
Average Daily Demand (ADD)
ID Demand (gpm) Elevation (ft) Head (ft) Pressure (psi)
J10 0.00 1268.30 1434.00 71.80
J12 0.00 1271.50 1434.00 70.41
J14 0.00 1307.00 1434.00 55.03 <- Existing Node
J16 0.00 1268.00 1434.00 71.93
J18 0.00 1263.70 1434.00 73.79
J20 0.00 1275.00 1434.00 68.89
J22 0.00 1278.00 1434.00 67.59 <- FH
J24 30.56 1269.50 1434.00 71.28
J26 0.00 1269.10 1434.00 71.45
J28 0.00 1268.61 1434.00 71.66
Reservoir Results @ Steady State Analysis
RES90 -30.56 1434.00
Junction Pressures @ Steady State Analysis
ID Flow (gpm) Head (ft)
ONSITE WATER DEMANDS ANALYSIS RESULTSAverage Daily Demand (ADD) ID From Node To Node Length (ft) Diameter (in) Roughness Flow (gpm) Velocity (ft/s) Headloss (ft) HL/1000 (ft/k-ft) StatusP11 J10 J2865.0312.00 120 14.86 0.04 0.00 0.00 OpenP13 J10 J141,087.9136.00 120 -30.56 0.01 0.00 0.00 Open<- Existing PipeP15 J16 J18263.9436.00 120 -15.70 0.00 0.00 0.00 OpenP17 J20 J26434.4112.00 120 -17.27 0.05 0.00 0.00 OpenP19 J22 J20663.6012.00 120 -17.27 0.05 0.00 0.00 OpenP21 J24 J22628.1212.00 120 -17.27 0.05 0.00 0.00 OpenP23 J12 J242,248.5612.00 120 13.29 0.04 0.00 0.00 OpenP25 J18 J102,131.6536.00 120 -15.70 0.00 0.00 0.00 OpenP27 RES90 J14377.9736.00 120 30.56 0.01 0.00 0.00 Open<- Pseudo PipeP29 J26 J1680.9612.00 120 -15.70 0.04 0.00 0.00 OpenP31 J28 J12599.3112.00 120 13.29 0.04 0.00 0.00 OpenP33 J26 J282,395.6512.00 120 -1.57 0.00 0.00 0.00 OpenPipe Pressures @ Steady State Analysis
ONSITE WATER DEMANDS ANALYSIS RESULTS
Maximum Day Demand (MDD)
ID Demand (gpm) Elevation (ft) Head (ft) Pressure (psi)
J10 0.00 1268.30 1434.00 71.80
J12 0.00 1271.50 1434.00 70.41
J14 0.00 1307.00 1434.00 55.03 <- Existing Node
J16 0.00 1268.00 1434.00 71.93
J18 0.00 1263.70 1434.00 73.79
J20 0.00 1275.00 1434.00 68.89
J22 0.00 1278.00 1433.99 67.59 <- FH
J24 53.47 1269.50 1433.99 71.27
J26 0.00 1269.10 1434.00 71.45
J28 0.00 1268.61 1434.00 71.66
Reservoir Results @ Steady State Analysis
RES90 -53.47 1434.00
Junction Pressures @ Steady State Analysis
ID Flow (gpm) Head (ft)
ONSITE WATER DEMANDS ANALYSIS RESULTSMaximum Day Demand (MDD) ID From Node To Node Length (ft) Diameter (in) Roughness Flow (gpm) Velocity (ft/s) Headloss (ft) HL/1000 (ft/k-ft) StatusP11 J10 J2865.0312.00 120 26.00 0.07 0.00 0.00 OpenP13 J10 J141,087.9136.00 120 -53.47 0.02 0.00 0.00 Open<- Existing PipeP15 J16 J18263.9436.00 120 -27.47 0.01 0.00 0.00 OpenP17 J20 J26434.4112.00 120 -30.21 0.09 0.00 0.00 OpenP19 J22 J20663.6012.00 120 -30.21 0.09 0.00 0.00 OpenP21 J24 J22628.1212.00 120 -30.21 0.09 0.00 0.00 OpenP23 J12 J242,248.5612.00 120 23.26 0.07 0.01 0.00 OpenP25 J18 J102,131.6536.00 120 -27.47 0.01 0.00 0.00 OpenP27 RES90 J14377.9736.00 120 53.47 0.02 0.00 0.00 Open<- Pseudo PipeP29 J26 J1680.9612.00 120 -27.47 0.08 0.00 0.00 OpenP31 J28 J12599.3112.00 120 23.26 0.07 0.00 0.00 OpenP33 J26 J282,395.6512.00 120 -2.74 0.01 0.00 0.00 OpenPipe Pressures @ Steady State Analysis
ONSITE WATER DEMANDS ANALYSIS RESULTS
Maximum Day Demand (MDD) plus Fire Flow
ID Demand (gpm) Elevation (ft) Head (ft) Pressure (psi)
J10 0.00 1268.30 1374.73 46.11
J12 0.00 1271.50 1370.73 43.00
J14 0.00 1307.00 1374.93 29.43 <- Existing Node
J16 0.00 1268.00 1374.57 46.18
J18 0.00 1263.70 1374.59 48.05
J20 0.00 1275.00 1365.88 39.38
J22 4000.00 1278.00 1354.34 33.08 <- FH
J24 53.47 1269.50 1357.72 38.23
J26 0.00 1269.10 1373.44 45.21
J28 0.00 1268.61 1374.19 45.75
Reservoir Results @ Steady State Analysis
RES90 -4053.47 1375.00
Junction Pressures @ Steady State Analysis
ID Flow (gpm) Head (ft)
ONSITE WATER DEMANDS ANALYSIS RESULTSMaximum Day Demand (MDD) plus Fire Flow ID From Node To Node Length (ft) Diameter (in) Roughness Flow (gpm) Velocity (ft/s) Headloss (ft) HL/1000 (ft/k-ft) StatusP11 J10 J2865.0312.00 120 1739.62 4.93 0.53 8.20 OpenP13 J10 J141,087.9136.00 120 -4053.47 1.28 0.20 0.19 Open<- Existing PipeP15 J16 J18263.9436.00 120 -2313.85 0.73 0.02 0.07 OpenP17 J20 J26434.4112.00 120 -2612.32 7.41 7.56 17.40 OpenP19 J22 J20663.6012.00 120 -2612.32 7.41 11.55 17.40 OpenP21 J24 J22628.1212.00 120 1387.68 3.94 3.39 5.39 OpenP23 J12 J242,248.5612.00 120 1441.15 4.09 13.01 5.78 OpenP25 J18 J102,131.6536.00 120 -2313.85 0.73 0.14 0.07 OpenP27 RES90 J14377.9736.00 120 4053.47 1.28 0.07 0.19 Open<- Pseudo PipeP29 J26 J1680.9612.00 120 -2313.85 6.56 1.13 13.90 OpenP31 J28 J12599.3112.00 120 1441.15 4.09 3.47 5.78 OpenP33 J26 J282,395.6512.00 120 -298.48 0.85 0.75 0.31 OpenPipe Pressures @ Steady State Analysis
ONSITE WATER DEMANDS ANALYSIS RESULTS
Peak Hour Demand (PHD)
ID Demand (gpm) Elevation (ft) Head (ft) Pressure (psi)
J10 0.00 1268.30 1418.00 64.86
J12 0.00 1271.50 1417.99 63.48
J14 0.00 1307.00 1418.00 48.10 <- Existing Node
J16 0.00 1268.00 1418.00 64.99
J18 0.00 1263.70 1418.00 66.86
J20 0.00 1275.00 1417.99 61.96
J22 0.00 1278.00 1417.98 60.65 <- FH
J24 106.94 1269.50 1417.97 64.33
J26 0.00 1269.10 1418.00 64.52
J28 0.00 1268.61 1418.00 64.73
Reservoir Results @ Steady State Analysis
RES90 -106.94 1418.00
Junction Pressures @ Steady State Analysis
ID Flow (gpm) Head (ft)
ONSITE WATER DEMANDS ANALYSIS RESULTSPeak Hour Demand (PHD) ID From Node To Node Length (ft) Diameter (in) Roughness Flow (gpm) Velocity (ft/s) Headloss (ft) HL/1000 (ft/k-ft) StatusP11 J10 J2865.0312.00 120 52.00 0.15 0.00 0.01 OpenP13 J10 J141,087.9136.00 120 -106.94 0.03 0.00 0.00 Open<- Existing PipeP15 J16 J18263.9436.00 120 -54.94 0.02 0.00 0.00 OpenP17 J20 J26434.4112.00 120 -60.42 0.17 0.01 0.02 OpenP19 J22 J20663.6012.00 120 -60.42 0.17 0.01 0.02 OpenP21 J24 J22628.1212.00 120 -60.42 0.17 0.01 0.02 OpenP23 J12 J242,248.5612.00 120 46.52 0.13 0.02 0.01 OpenP25 J18 J102,131.6536.00 120 -54.94 0.02 0.00 0.00 OpenP27 RES90 J14377.9736.00 120 106.94 0.03 0.00 0.00 Open<- Pseudo PipeP29 J26 J1680.9612.00 120 -54.94 0.16 0.00 0.01 OpenP31 J28 J12599.3112.00 120 46.52 0.13 0.01 0.01 OpenP33 J26 J282,395.6512.00 120 -5.49 0.02 0.00 0.00 OpenPipe Pressures @ Steady State Analysis
ATTACHMENT G
STATIC PRESSURE CALCULATIONS AND STATIC PRESSURE MAP
Summary of Static Pressure
Building No.
Building Finish Floor Elevation (ft) Reservoir Level (HGL) Static Pressure (psi)
Min Max Full Half Full
Min (Based on
Reservoir Half
Full)
Max (Based
on Reservoir
Full)
1 1280.0 1283.1 1434 1418 58.4 66.7
2 1276.7 1276.7 1434 1418 61.2 68.2
ATTACHMENT H
PROPOSED WATER FACILITY MAP
BAKER STPIERCE ST NICHOLS RDBAKER INDUSTRIAL PROPOSED WATER SYSTEM EXHIBITPREPARED BY:PROPOSED WATERFACILITIES PLAN
ATTACHMENT I
COPY OF EVMWD MASTER PLAN EXISTING STORAGE CAPACITY
ATTACHMENT J
COPY OF EVMWD MASTER PLAN EXISTING PUMPING CAPACITY