HomeMy WebLinkAboutMS 15-13; QUARRY CREEK PA R-1 & R-2; PRELIMINARY WATER STUDY FOR QUARRY CREEK PLANNING AREA R-1/R-2; 2016-03-08B&02
PLANNING ENGINEERING SURVEYING
PRELIMINARY WATER STUDY
FOR
QUARRY CREEK PLANNING AREA R-1/R-2
MS 15-13 I Dwg. No. 484-51) & 484-5F
City of Carlsbad, CA
PREPARED FOR:
CORNERSTONE COMMUNITIES
4365 EXECUTIVE DRIVE, SUITE 600
SAN DIEGO, CA 92121
RECEIVED
MAR 0 92016
PREPARED BY:
SB&O, INC.
3990 RUFF1N ROAD, SUITE 120
SAN DIEGO, CA 9223
(858)560-1141
SB&O JOB NO. 71820.60
Aaron Parker, PE 68547
Exp: 9/30/2017
March 8, 2016
LAND DEVELOPMENT
ENGINEERING
NO. 68547
CIV
OF C
Corporate Office: 3990 Ruffin Road, Suite 120 • San Diego, California 92123 • Phone 858.560.1141 Fax 858.560.8157
41689 Enterprise Circle North, Suite 126 • Temecula, CA 92590 9 Phone 951.695.8900 Fax 951.695.8901
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TABLE OF CONTENTS
INTRODUCTION......................................................................................................................1
DESCRIPTION OF WATER SYSTEMS..................................................................................1
2.1 Existing Condition................................................................................................................1
2.2 Proposed Private Water System............................................................................................1
HYDRAULIC ANALYSIS........................................................................................................2
3.1 EPANET...............................................................................................................................2
3.2 Residual Demand Analysis...................................................................................................2
3.3 Results...................................................................................................................................2
WATER METER SIZING .........................................................................................................3
4.1 UPC Demands ......................................................................................................................3
4.2 Meter Sizes ............................................................................................................................3
RECOMMENDATIONS............................................................................................................4
5.1 Pipelines................................................................................................................................4
5.2 Pressure Regulation..............................................................................................................4
5.3 Meters...................................................................................................................................4
EXHIBITS
Exhibit A: Vicinity Map
Exhibit B: EPANET Results / Site Map
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Introduction
The Quarry Creek project is located in the City of Carlsbad (City), but is bordered to the east by
the City of Oceanside. The project is situated west of College Boulevard, east of Interstate 5 and
south of Haymar Drive. The property is divided north and south by the Buena Vista Creek which
runs east-to-west across the middle of the site.
Planning Area 2 (R-2) is located in the northeastern portion of the site, and consists of 278
residential apartment units located within buildings that vary between two and three stories. R-2
is bound by the Buena Vista Creek to the south, El Salto Falls Road to the west and Haymar
Road to the north.
This report summarizes our analysis of the proposed public water system within R-2 as well as
the main line along street A, for sizing of facilities and verifying adequate working pressures.
The water meters from the R-1 project take service from the public main line. R-1 has an internal
private 8" system that loops and connects into the public main line in two locataions, therefore,
the demand from R-1 has been taken into account in the analysis of the public main line. This
report is preliminary and may be revised due to changes that occur in the fmal design stage of the
project.
Description of Water Systems
2.1 Existing Condition
A water system analysis for the Quarry Creek Master Plan was prepared by Dexter Wilson
Engineering, dated March 2012. The Quarry Creek water system is connected to the 580
pressure zone near the intersection of Tamarack Avenue and Simsbury Court. A pressure
reducing station reduces all the Quarry Creek main lines to the 330 pressure zone.
2.2 Proposed Private Water System
The R-2 area contains private driveways, private sewer and a public domestic and reclaimed
water system. The internal 8" PVC public water main line is looped through the site, and
connected at two locations to the existing public water main along Haymar Road and El Salto
Falls Road. The layout of the domestic water system and the Points of Connection (POCs) are
illustrated in Exhibit A. Each building shall receive a single water service.
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3. Hydraulic Analysis (R-1 and R-2)
3.1 EPANET
EPANET (v2.00.12) is a computer program that performs extended period simulation of
hydraulic and water quality behavior within pressurized pipe networks. EPANET can be used
for many different kinds of applications in distribution systems analyses. A network consists of
pipes, nodes (pipe junctions), pumps, valves, and storage tanks or reservoirs. EPANET tracks the
flow of water in each pipe, the pressure at each node, and the height of water in each tank,
throughout the network during the simulation period comprised of multiple time steps.
3.2 Residual Demand Analysis
In accordance with the City's Design Requirements, Section 3.2.1, the following demand profiles
shall apply to the combined hydraulic analysis of the 64 residential multi-family units from the
R-1 project and the 278 residential multi-family units and recreation building from the R-2 site.
Average Daily Demand (ADD) = 85,500 gallons per day (gpd) =59 gallons per minute (gpm)
Maximum Daily Demand (MDD) = 141,075 gpd =98 gpm
Peak Hour Demand (PHD) = 247,950 gpd = 172 gpm
Max Day + Fire= 141,075 gpd= 98 gpm + 3,000 gpm-- 3,098 gpm
Per City's Design Requirements, Section 2.3, the minimum residual pressure shall meet the
following criteria:
40 PSI at PHD
20 PSI at design fire flow plus MDD
3.3 Results
The results of the PHD analysis is summarized in the table below and Exhibit B.
SIMULATION ALLOWABLE
Max. Velocity (FPS) 0.71 8
Hazen-Williams Roughness Coef. "C" 120 -
Max. Residual Pressure (PSI) 93.85 -
Mm. Pressure (PSI) 90.88 40
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The results of the MDD+Fire analysis is summarized in the table below and Exhibit B.
SIMULATION ALLOWABLE
Max. Velocity (FPS) 12.92 -
Hazen-Williams Roughness Coef. "C" 120 -
Max. Residual Pressure (PSI) 83.70 -
Mm. Pressure (PSI) 80.34 20
4. Water Meter Sizing (R-2 Only)
4.1 UPC Demands
The demands for each unit and building were calculated based upon the amount of fixture units
in each. Using chart A-2 (Appendix B) of the UPC, the fixture units are converted to flow
demand in gpm.
There are a total of 278 units. Since the water main is public, there will be 11 meters between
3/4" and 2" servicing the buildings
4.2 Meter Sizes
Bldg Fixture Units GPM MTR
SIZE
1 502 120 2"
2 249 70 15"
3 284 75 15"
4 152 55 15"
5 249 70 15"
6 385 100 2"
7 152 55 15"
8 481 117 2"
9/10 88 37 1"
11/12 88 37 1"
REC 12 20 3/4"
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5. Recommendations
5.1 Pipelines
The main lines within the project should be constructed with 8" PVC (DR-18, HG 330) pipe or
equivalent, and in accordance with the City's Water Design & Construction Manual.
5.2 Pressure Regulation
This water system does not require any pressure regulators or reducers for the on-site public
water system. The individual buildings will require pressure reducers, to be determined by the
building plumbing engineer.
5.3 Meters
The domestic water system shall be looped and connected at two POCs to the offsite public main
lines. Each building will receive an individual meter. Building's 9-12 will be combined with one
meter supplying two buildings.
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Exhibit A: Vicinity Map
EL CAM/NO
COUNTRY CLUB
VISTA
fc .
MIRA
Cl) COSTA COLLEGE
WAY
SITE 1*l \\
M4RRON
VICINITY MAP
NOT TO SCALE
rHoMAS BROTHERS PG. 1107, GRID A-2
2006 EDIT/ON
Vz.
HAYMAR
OR.
AIARRON 4
RD.
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Exhibit B: EPANET Results & Site Map
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* E P A N E T *
* Hydraulic and Water Quality *
*Analysis for Pipe. Networks *
* Version 2.0 *
Input File: 20151030, PHD.net
Link - Node Table:
Link Start
-----------------------------------------------------------------------
End Length Diameter
ID Node Node ft in
1 2
----------------------------------------------------------------------
J1 301 8
2 .Jl J2 .210 8
3 J2 J3 486 8
4 J3 J4 108 8
5 J4 J6 398 8
6 J1 J5 443.5 8
7 J5 J6 354.5 8
10 J6 J7 145.2 8
11 J7 1 887.82 8
Node Results:
Node Demand Head Pressure Quality
ID GPM.
----------------------------------------------------------------------- ft psi
J1 14.70 329.89 93.85 0.00
J2 38.80 329.87 92.80 0.00
J3 18.10 329.86 90.88 0.00
J5 33.70 329.87 93.49 0.00
J4 12.10 329.86 91.37 0.00
J7 20.10 329.88 92.67 0.00
J6 39.30 329.87 92.96 0.00
1 -66.05 330.00 0.00 0.00 Reservoir
2 -110.75 330.00 0.00 0.00 Reservoir
Link Results:
Link Flow VelocityUnit Headloss Status
ID GPM
---------------------------------------------------------------------- fps ft./Kft
1 110.75 0.71 0.36 Open
2 56.23 0.36 0.10 Open
3 17.43 0.11 0.01 Open
4 -0.67 0.00 0.00 Open
5 -12.77 0.08 0.01 Open
6 39.82 0.25 0.05 Open
7 6.12 0.04 0.00 Open
I Page
Link Results: (continued)
--------------------------------------------------------------
Link Flow VelocitytJnit Headloss Status
I ID GPM fps ft/Kft
----------------------------------------------------------------------
10 -45.95 0.29 0.07 0peri
11 -66.05 0.42 0.14 Open
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* E P A N E T *
* Hydraulic and Water Quality *
* Analysis for Pipe Networks *
* Version 2.0 .
**********************************************************************
Input File: 20151030, MDD+FIRE.NET
Link - Node Table:
Link Start
----------------------------------------------------------------------
End. Length Diameter
ID Node Node ft in
1 2 Ji 301 8
2 J1 J2 210 8
3 J2 J3 486 8
4 J3 J4 108 8
5 J4 J6 398 8
6 J]. is 443.5 8
7 J5 J6 354.5 . 8
10 J6 J7 145.2 8
11 J7 1 887.82 8
Node Results:.
Node Demand
------------------------------------------------------------------------
Head Pressure Quality
ID GPM ft psi
Ji 1508.40 306.46 . 83.70 0.00
J2 22.10 306.15 82.52 0.00
J3 10.30 305.54 80.34 0.00
J5 19.20 305.59 82.97 0.00
J4 6.90 305.41 80.77 0.00
J7 11.50 308.44 83.38 0.00
JG 1522.30 304.99 82.18 0.00
1. -1076.47 330.00 0.00 0.00 Reservoir
2 -2024.23 330.00 . 0.00 0.0.0 Reservoir
Link Results:
Link Flow
-----------------------------------------------------------------------
VelocityUnit Headloss Status
ID GPM fps ft/Kft
1 2024.23
----------------------------------------------------------------
12.92 78.20 Open
2 239.37 1.53 . 1.50 Open
3 217.27 1.39 1.25 Open
4 206.97 1.32 1.15 Open
5 200.07 . 1.28 1.08 . Open
6 276.46 1.76 1.96 Open
7 . 257.26 1.64 1.71 Open
Page
Link Results: (continued)
-----------------------------------------------------------------------
Link Flow Velocityunit Headloss Status
ID GPM fps. ft/Kft ----------------------------------------------------------------------
10 -1064.97 6.80 23.80 Open
11 -1076.47 6.87 24.28 Open