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Home My WebLink AboutCT 15-09; Quarry Creek PA R-4 East; WATER STUDY FOR QUARRY CREEK PLANNING AREA R-4A EAST; 2016-07-25BB&D~ PLANNING ENGINEERING SURVEYING WATER STUDY FOR QUARRY CREEK PLANNING AREA R-4A EAST City of Carlsbad, CA PREPARED FOR: PRESIDIO CORNERSTONE QC, LLC 4365 EXECUTIVE DRIVE, SUITE 600 SAN DIEGO, CA 92121 PREPARED BY: SB&O, INC. 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 71630.60 Aaron Park Exp: 9 JULY 25, 2016 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 • Phone 951.695.8900 Fax 951.695.8901 &D~ PLANNING ENGINEERING SURVEYING TABLE OF CONTENTS 1. INTRODUCTION ..................................................................................................................... 1 2. DESCRIPTION OF WATER SYSTEMS ................................................................................. 1 2.1 Existing Condition ............................................................................................................... 1 2.2 Proposed Private Water System ........................................................................................... I 3. HYDRAULIC ANALYSIS ....................................................................................................... 2 3. I EP ANET .............................................................................................................................. 2 3.2 Residual Demand Analysis .................................................................................................. 2 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 D: 7!6.12 QC PA 4'Reports-Walcr'Wl60725, QC-R4 EAST, WATER STUDY .. ,ls11.docx &D~ PLANNING ENGINEERING SURVEYING 1. 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 ofHayrnar Drive. TI1e property is divided north and south by the Buena Vista Creek which runs east to west across the middle of the site. Planning Area 4 (R-4) is located in the southwestern portion of the site, and consists of 150 two- story townhomes. R-4 is bound by the Buena Vista Creek to the north, open space to the west and Marron Road to the south. This report summarizes our analysis of the proposed domestic water system within R-4 EAST, 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. 2. 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 330 pressure zone. 2.2 Proposed Private Water System The R-4 EAST 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. D:,71632 QC PA 4'Repons·Water-.20160725, QC-R~ EAST. WATER STUDY.~b~.d\\C.\ 3. Hydraulic Analysis 3.1 EPANET BB&D~ PLANNING ENGINEERING SURVEYING EPANET (v2.00.12) is a computer program that performs extended period simulation of hydraulic and water quality behavior within pressurized pipe networks. EP ANET 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. EP ANET 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 hydraulic analysis of the 150 residential multi-family units: Average Daily Demand (ADD)= 37,500 gallons per day (gpd) = 26 gallons per minute (gpm) Maximum Daily Demand (MDD) = 61,875 gpd = 43 gpm Peak Hour Demand (PHD) = 108,750 gpd = 75.5 gpm Per City's Design Requirements, Section 2.3, the minimum residual pressure shall meet the following criteria: 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. A second analysis was performed using the UPC residential profile based on fixture unit conversion. Results are shown below. 3.3 Results The results of the analyses are summarized in the table below and Exhibit A. PHD UPC ALLOWABLE SIMULATION SIMULATION Max. Velocitv /FPS\ 0.43 3.26 8 Hazen~Williams Roue:hness Coef. "C'' 150 150 - Max. Residual Pressure /PSI) 94.65 94.38 - Min. Pressure (PSD 87.67 85.04 40 D:··716n QC PA 4'Repo,wWater-20160725, QC'-R4 EAST, WATER STUDY.,dn.doc~ 2 BB&D~ PLANNING ENGINEERING SURVEYING 4. Water Meter Sizing 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. 150 TOT AL NO. OF UNITS 30.3 ASSUMED FIXTURE UNITS PER DWELLING UNIT 4545 TOT AL FIXTURE UNITS 555 TOTAL DEMAND (GPM) 4.2 Meter Sizes The private water system is looped to two points of connection with a demand of277 gpm at each. Each 3" water meter has a capacity of 320 for a total capacity of 640 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. 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 with a 3" public water meter at each location. Each on-site unit shall be sub-metered to track individual water usage. D:·71632 QC PA 4·Reports·Water 20160725. QC-R4 EAST. WATER STUDY .\ls, don 3 BB&D~ PLANNING ENGINEERING SURVEYING Exhibit A: Vicinity Map EL CAMINO COUNTRY CLUB !;;t ~~ ~ 8 f MIRA ~ IJ COSTA COLLEGE ~ VICINITY MAP NOT TO SCALE THOMAS BROTHERS PG. 1107, GRID A-2 2006 £0/TION D: 71632 QC PA 4 Repons·Wa1er·201607.25, QC-R4 EAST, WATER STUDY,.xlH.don BB&D~ PLANNING ENGINEEAING SUAVEYING Exhibit B: EPANET Results & Site Map D:·71632 QC PA ,,1 Reports Water 20160725. QC·R4 EAST. WATER STUDY.xlsx.doc~ Page 1 7/24/2016 11:50:47 AM ********************************************************************** * E p A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: PHO R4 EAST.net Link -Node Table: ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node ft in ---------------------------------------------------------------------- Pl P2 P3 P4 PS P6 P7 PS P9 PlO Pll Pl2 Pl3 Pl4 Pl5 Pl6 Pl7 Pl8 Pl9 P20 P21 1 2 3 4 Node Node ID Jl J2 J3 J4 JS J6 Results: J23 Jl J2 J3 J4 JS JS J7 JS J9 Jl8 JS Jll Jl3 Jl5 Jl7 Jl5 Jl3 Jll J4 J3 POC2 Jl9 POCl J24 Demand GPM 7.00 4.50 4.50 3.00 0.00 3.00 Jl J2 J3 J4 JS J6 J7 JS J9 JlO J7 Jll Jl3 Jl5 Jl7 Jl Jl6 Jl4 Jl2 Jl2 Jl4 Jl9 Jl8 J24 J23 Head ft 326.53 326.53 326.53 326.53 326.53 326.53 Pressure psi 87. 67 88.97 89.94 91.31 91. 91 92.09 1 125 6 300 6 210 6 160 6 95 6 60 6 175 6 120 6 135 6 llO 6 215 6 215 6 160 6 160 6 210 6 160 6 120 6 160 6 170 6 100 6 llO 6 #N/A 3 Valve #N/A 6 Valve #N/A 3 Valve #N/A 6 Valve Quality 0.00 0.00 0.00 0.00 0.00 0.00 Page 2 Node Results: (continued) Node Demand Head Pressure Quality ID GPM ft psi ---------------------------------------------------------------------- J7 7.50 326.53 92. 96 0.00 J9 2.00 326.53 93.13 0.00 Jl0 5.00 326.53 92.56 0.00 Jll 3.00 326.53 92.17 0.00 J12 9.00 326.53 91.44 0.00 Jl3 2.00 326.53 91.22 0.00 J14 9.00 326.53 90.44 0.00 J15 4.00 326.53 90.14 0.00 Jl6 6.00 32 6. 53 89. 62 0.00 Jl7 6.00 326.53 88.49 0.00 J23 0.00 326.55 89.50 0.00 Jl8 0.00 326.56 93.84 0.00 Jl9 0.00 328.44 94.65 0.00 J24 0.00 328.44 90.32 0.00 JS 0.00 326.53 93.39 0.00 POCl -37.84 330.00 0.00 0.00 Reservoir POC2 -37.66 330.00 0.00 0.00 Reservoir Link Results: Link Flow VelocityUnit Headless Status ID GPM fps ft/Kft ---------------------------------------------------------------------- Pl 37.84 0.43 0.13 Open P2 13.41 0.15 0.02 Open P3 8. 91 0.10 0.01 Open P4 -1.97 0.02 0.00 Open PS -11.09 0.13 0.01 Open P6 3.00 0.03 0.00 Open P7 -14.09 0.16 0.02 Open P8 16.07 0.18 0.03 Open P9 7.00 0.08 0.01 Open PIO 5.00 0.06 0.00 Open Pll 37.66 0.43 0.13 Open Pl2 9.07 0.10 0.01 Open P13 3.19 0.04 0.00 Open Pl4 -1.43 0.02 0.00 Open Pl5 -11.43 0.13 0.01 Open Pl6 -17.43 0.20 0.03 Open Pl7 6.00 0.07 0.00 Open Pl8 2.62 0.03 0.00 Open Pl9 2.88 0.03 0.00 Open P20 6.12 0.07 0.00 Open P21 6.38 0.07 0.00 Open 1 37.66 1. 71 1.56 Open Valve 2 37.66 0.43 1. 88 Open Valve 3 37.84 1. 72 1.56 Open Valve 2 Page 3 Link Results: (continued) Link ID 4 Flow GPM 37.84 VelocityUnit Headless Status fps ft/Kft 0.43 1.89 Open Valve 3 Page 1 7/24/2016 11:54:16 AM ********************************************************************** * E p A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: UPC R4 EAST.net Link -Node Table: Link ID Pl P2 P3 P4 PS P6 P7 PS P9 Pl0 Pll Pl2 Pl3 P14 PlS P16 P17 Pl8 Pl9 P20 P21 1 2 3 4 Node Node ID Jl J2 J3 J4 JS J6 Results: Start Node J23 Jl J2 J3 J4 JS JS J7 JS J9 J18 JS Jll Jl3 JlS J17 Jl5 J13 Jll J4 J3 POC2 Jl9 POCl J24 Demand GPM 51.80 33.30 33.30 22.20 0.00 22.20 End Node Jl J2 J3 J4 JS J6 J7 JS J9 Jl0 J7 Jll Jl3 Jl5 J17 Jl J16 Jl4 J12 Jl2 J14 Jl9 J18 J24 J23 Head ft 320.47 320.22 320. 13 320.13 320.18 320.18 Pressure psi 85.04 86.23 87.17 88.54 89.16 89.34 1 Length Diameter ft in 125 6 300 6 210 6 160 6 95 6 60 6 175 6 120 6 135 6 ll0 6 215 6 215 6 160 6 160 6 210 6 160 6 120 6 160 6 170 6 100 6 ll0 6 #N/A 3 Valve #N/A 6 Valve #N/A 3 Valve #N/A 6 Valve Quality 0.00 0.00 0.00 0.00 0.00 0.00 Page 2 Node Results: (continued) Node Demand Head Pressure Quality ID GPM ft psi ---------------------------------------------------------------------- J7 55.50 320.32 90.27 0.00 J9 14.80 32 0. 16 90.37 0.00 Jl0 37.00 320.15 89.80 0.00 Jll 22.20 320.12 89.40 0.00 Jl2 66.60 320.11 88.66 0.00 Jl3 14.80 320.11 88.44 0.00 Jl4 66.60 320.11 87.66 0.00 Jl5 29.60 320.12 87.36 0.00 Jl6 44.40 320.10 86.83 0.00 Jl7 44.40 320.25 85.77 0.00 J23 0.00 321.17 87 .17 0.00 Jl8 0.00 321.42 91.61 0.00 Jl9 0.00 327.81 94.38 0.00 J24 0.00 327.76 90.02 0.00 JS 0.00 320.20 90.64 0.00 POCl -287.11 330.00 0.00 0.00 Reservoir POC2 -271.59 330.00 0.00 0.00 Reservoir Link Results: ---------------------------------------------------------------------- Link Flow VelocityUnit Headless Status ID GPM fps ft/Kft ---------------------------------------------------------------------- Pl 287 .11 3.26 5.64 Open P2 102.67 1. 1 7 0.84 Open P3 69.37 0.79 0.41 Open P4 -10.80 0.12 0.01 Open PS -78.31 0.89 0.51 Open P6 22.20 0.25 0.05 Open P7 -100.51 1.14 0.81 Open PS 115.59 1. 31 1. 05 Open P9 51.80 0.59 0.24 Open Pl0 37.00 0.42 0 .13 Open Pll 271.59 3.08 5.09 Open Pl2 63.79 0.72 0.35 Open Pl3 20.29 0.23 0.04 Open Pl4 -14.23 0.16 0.02 Open Pl5 -88.23 1. 00 0.63 Open Pl6 -132.63 1. 51 1. 35 Open Pl7 44.40 0.50 0.18 Open Pl8 19.72 0.22 0.04 Open Pl9 21.30 0.24 0.05 Open P20 45.30 0.51 0.18 Open P21 46.88 0.53 0.20 Open 1 271.59 12.33 2.19 Open Valve 2 271.59 3.08 6.39 Open Valve 3 287 .11 13.03 2.24 Open Valve 2 Page 3 Link Results: (continued) Link ID 4 Flow GPM 287 .11 VelocityUnit Headloss Status fps ft/Kft 3.26 6.59 Open Valve 3 LEGEND PRIVATE DOMEST1C WATER (6• P. V.C.) PUBLIC MAIN (f 2• P. V.C.} P.O.C. INDICATES POINT OF CONNECTION @ INDICATES JUNCTION w _,, ' !PRESSURE ZONE = 3.JO I WATER EXH/Bff FOR QUARRY CREEK PLANNING AREA R-4A {EAST} SB&D~ PLANNING ENGINEERING SURVEYING 71630.60