Loading...
HomeMy WebLinkAboutCT 15-05; QUARRY CREEK PA R-3; PRELIMINARY WATER STUDY; 2015-10-20SB&Clu PLANNING ENGINEERING SURVEYING PRELIMINARY WATER STUDYpp FOR QUARRY CREEK PLANNING AREA R-3 City of Carlsbad, CA PREPARED FOR: PRESIDIO CORNERSTONE QC, LLC 4365 EXECUTIVE DRIVE, SUITE 600 SAN DIEGO, CA 92121 as d PREPARED BY: SB&O, INC. 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 71470.60 00FESS/04.4 QUO 0C4 Px1/:?ir. e<44.irr (-5ion""NO. 68547 ss as • ExPek- 307Aaron Parker PE 68547 4tdle=9,.c Exp:9/30/2017 OF cp.k_P Ed = OCTOBER OCT 2 7 2015OCTOBER 20, 2015 do Or( OF CARLSBAD FLPANNING DNISiON Corporate Office:3990 Ruffin Road,Suite 120 •San Diego,California 92123 • Phone 858.560.1141 Fax 858.560.8157 qmp 41689 Enterprise Circle North, Suite 126 •Temecula,CA 92590 •Phone 951.695.8900 Fax 951.695.8901 2i.lid PLANNING ENGINEERING SURVEYING TABLE OF CONTENTS 1.INTRODUCTION 1 2.DESCRIPTION OF WATER SYSTEMS 1 de 2.1 Existing Condition 1 2.2 Proposed Private Water System 1 3.HYDRAULIC ANALYSIS 2 3.1 EPANET 2 3.2 Residual Demand Analysis 2 m 3.3 Results 2 4.WATER METER SIZING 3 4.1 UPC Demands 3 4.2 Meter Sizes 3 5.RECOMMENDATIONS 3 5.1 Pipelines 3 5.2 Pressure Regulation 3 5.3 Meters 3 EXHIBITS Exhibit A:Vicinity Map Exhibit B:EPANET Results / Site Map ai dill A1. dill all D'.\71472 Quarry Creek \Reports \Water \20150514, QC-R3, WATER STUDY xIsx docx BBSIDi PLANNING ENGINEERING SURVEYING a 1.Introduction woe 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. in Planning Area 3 (R-3) is located in the southeastern portion ofthe site, and consists of 88 two-.story townhomes. R-3 is bound by the Buena Vista Creek to the north, Creekside Street to the west and Marron Road to the south. This report summarizes our analysis of the proposed domestic water system within R-3, for sizing of facilities and verifying adequate working pressures.This report is preliminary and may be revised due to changes that occur in the final design stage of the project. go 2.Description of Water Systems at 2.1 Existing Condition A water system analysis for the Quarry Creek Master Plan was prepared by Dexter Wilsonid 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 330 pressure zone. 2.2 Proposed Private Water System a The R-3 area contains private streets, private sewer, and a private water system.The internal 6" PVC private main lines are looped through the site, and connected at two locations with master public water meters and backflow devices.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 and each unit shall be individually sub-metered.No irrigation, fire hydrants or sprinkler systems shall be connected to the private potable water system. A parallel private 8" PVC private fire system shall be provided in a joint trench to provide service to fire hydrants and to building fire suppression systems.The private fire system shall also be looped through the site and be connected to an 8" Double Check Detector Assembly (DCDA)at the public right-of-way, at each of the two POCs. a SMIR a N. D \71472 Quarry Creek \Reports\WateA20150514, QC-R3, WATER STUDY xlsx docx 1 BB621:3 PLANNING ENGINEERING SURVEYING 3.Hydraulic Analysis 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.me 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 hydraulic analysis ofthe 88 residential multi-family units: we Average Daily Demand (ADD)=22,000 gallons per day (gpd)=15 gallons per minute (gpm) Maximum Daily Demand (MDD)=36,300 gpd =25 gpm IMO Peak Hour Demand (PHD)=63,800 gpd =43.5 gpm Per City's Design Requirements, Section 2.3, the minimum residual pressure shall meet the following criteria: or A.40 PSI at PHD B.20 PSI at design fire flow plus MDD The private fire system is independent of the potable water system and therefore only scenario "A"(PHD) is hydraulically modeled. 3.3 Results WWI The results of the analyses are summarized in the table below and Exhibit A. Please note that the initial reservoir numbers used in the study take into account a loss of approximately 7'of head from each meter and backflow device. (320 ft H20)—(7 ft Headloss)=323 ft H2O. SIMULATION ALLOWABLE #0. Max. Velocity (FPS)1.8 8 Hazen-Williams Roughness Coef."C"120 Max. Residual Pressure (PSI)87.9 Min. Pressure (PSI)78.7 40 ink ire D \7 1472 Quarry Creek \Reports Mater\20150514, QC-R3, WATER STUDY xlsx docx 2 PLANNING ENGINEERING SURVEYINGa 4.Water Meter Sizinga 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. 88 TOTAL NO. OF UNITS 33 ASSUMED FIXTURE UNITS PER DWELLING UNIT 2,904 TOTAL FIXTURE UNITS •420 TOTAL DEMAND (GPM) 4.2 Meter Sizes The private water system is looped to two points ofconnection with a demand of 210 gpm at each.A 3" water meter has a capacity of 320 gpm and a 2" meter has capacity of 160 gpm for a total capacity of 480 gmp. 5.Recommendations 5.1 Pipelines The on-site main lines within the project should be constructed with 6" PVC (C900 CL. 150) pipe or equivalent, and in accordance with the City's Water Design &Construction Manual. 000 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. MN* 5.3 Meters The domestic water system shall be looped and connected at two POCs with a 3"and a 2" public water meter at each location.Each on-site unit shall be sub-metered to track individual water usage. do 4IM MO D \ 71472 Quarry Creek \Reports\Water\20150514, QC-R3, WATER STUDY xlsx docx 3 I. Exhibit A:Vicinity Map wo. CS on O IRA El CAMINO 0 COSTAM COLLEGE COUNTRY CLUB •• im 78 '''CICARD crZ7 SITE HAYAIAR DR.LAKE 1433-z.RD.r- )••MARRON E RD. '21 AOLSB AD 451 Sk. • aim& 1Z. 12P V/C/V/TY AlAP NOT 70 SCALE THOMAS BROTHERS PG.1107,GRID A-2 2006 EDIT/ON •• a •• mg INN D:\71472 Quarry CreehReports\Water\20150514 QC-R3, WATER STUDY xlsx docx PPM file Exhibit B:EPANET Results & Site Map a a a a 1111 a moo IMO MB int AIM see MO a D:\71472 Quarry Creek \Reports\ Water\ 20150514, QC-R3, WATER STUDY.xlsx.docx um lis in Page 1 10/19/2015 6:31:03 Iii PM osi '********************************************************************** *EPANETMI* *Hydraulic and Water QualityPo* Illi *Analysis for Pipe Networks * gm *Version 2.0 *im **********************************************************************NO NM Input File:R3 Domestic EPANET,UPC.net Rai is Link -Node Table: an Link Start End Length Diameter ID Node Node ft in MS __ P1 J5 J1 265 6-P2 Jl J2 175 6 P3 J2 J3 240 6 P4 J3 J4 185 6 wit P5 J4 J1 280 6 P6 POC2 J7 43 3 am P8 J7 J2 155 6 P7 J5 J6 275 6-P9 J6 POC1 25 3 Node Results: ft.Node Demand Head Pressure Quality -ID GPM ft psi me __ Jl 21.00 322.68 81.76 0.00 MINI J2 5.00 322.69 79.16 0.00 di J3 8.00 322.68 80.02 0.00 J4 12.00 322.68 80.46 0.00 im J5 42.00 322.68 83.06 0.00 J7 0.00 322.73 78.74 0.00 mi J6 0.00 322.77 87.86 0.00 POC2 -39.68 323.00 0.00 0.00 Reservoir""POC1 -48.32 323.00 0.00 0.00 Reservoir mo 1Am di me am a S Link Results: Link Flow VelocityUnit Headloss StatusisIDGPMfpsft/Kft P1 6.32 0.07 0.01 Open P2 -19.18 0.22 0.06 Open P3 15.50 0.18 0.04 Open ilk P4 7.50 0.09 0.01 Open P5 -4.50 0.05 0.00 Open P6 39.68 1.80 6.39 Open P8 39.68 0.45 0.22 Opena vow All w. mo r. mica war a gums 2 Page 2 Link Results:(continued) PR -- Link Flow VelocityUnit Headloss Status ID GPM fps ft/Kft P7 -48.32 0.55 0.31 Open 411 P9 -48.32 2.19 .9.20 Opena a ill is mi rir S ime vie AIN um rr or I 3MP am '41 la 06 i ligtaS O, ' 1rt„vn1i, re0° ITos1 4,,1,53IrI7 11.„kO .:PFbtit i ifSlClAiaLEllia1 '.im60' 11 ll-- N 4:01\I e i°1 I I ...rvi N . 4100 10 .44.\.p.ttvl II 0igA.°°°.0 51 A1841 *0:\8kkNk Ce4 *4 ..e3 IZi X •Y•.31::::a01 %APS 8 o % 1 ‘AOreMik .°T k 'NI Na 1111116iiii•"\*01*\ft•\."o :13•i IIM\*.fAllipata /;elWI\AirSiliklip.P...''''',,Aisci000•Aik ). ossitio°.. Ai.liaMir'-Ayiw"--,.....-%'\ ‘ .-1 1E .a.,„lei"Ire"noteOar*i ME I Ow,..--,t. -.6....11111111 Illiitoolo it.11, a.„..„.................iipPoot - 11 \ P.O.C.IVa 2 ...=....T.. 110111111111 v 1©z /ily..taus .AasA\ zyii %a el ----gis >C .-\..e) ipc II -mum_Ayboo '''Y°61 c!.;•__okA -.•'1-.1. Al *xi \tmlia‘.01...igI SW %STA VP)A witot• - \-rafiv- .. --.--- *,i,,.,0 ....._...... '411k 100 .-0 _Till:10o 1 emri Ad ....a.as\to sikwi\ijall.„will op z diaimi'l_ID IIIL -T..Jmomm moms ismom• z [11 .dimm.ia.-11------------------- 0 1 ifirsiv I PRZATE DRIVEWAYINIIMIN r" -allz I Will 111111111*/110rn MIIMMO G. ij Rn ek"INS 1 c IS0MIIUIIIIINIIIP11 (0 AIM 1"MIMI"111741 I"I. 1 I 1 1 ammo " iNss=mMIONNINSIONEMI (I)Z0 INC.o 1.- 71472EX10-WA7ER EXHIBIT.dwg plotted:Oct 20,2015-11:00om by:tonY•P