The URL can be used to link to this page

Home My WebLink AboutCT 05-10; Poinsettia Properties The Tides; Sewer; 2011-01-26/( .•,-..-.- - • SEWER STUDY FOR POINSETTIA PROPERTIES (THE TIDES) (FINAL ENGINEERING) JOB NUMBER 14826-C NOVEMBER 19,2010 REVISED: JANUARY 26, 2011 .1CK ENGINEERING COMPANY RICK ENGINEERING O RICK rickengineering.com SEWER STUDY FOR POINSETTIA PROPERTIES (THE TIDES) (FINAL ENGINEERING) PUD 05-08, DWG 469-8 Job Number 14826-C CE 33037 Prepared for: K. Hovnanian at Carlsbad, LLC 1500 S. Haven Avenue, Suite 1000 Ontario, California 91761 (909) 937-3270 Prepared by: Rick Engineering Company 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 November 19,2010 Revised: January 25,2011 TABLE OF CONTENTS Introduction 1 Vicinity Map 2 Design Criteria 3 Example Calculation 4 Peak Dry Weather Design Flow Analysis 5 Summary 6 Appendices: Appendix A: Pipe flow capacity analysis Map Pockets: Map Pocket 1: Sewer Study Map for Poinsettia Properties (The Tides) Prepared by: Revised: January 26, 2011 Rick Engineering Company CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) Introduction •v This report presents the sewer flow analysis for the Poinsettia Properties (The Tides) project (herein referred to as "the project") in support of final engineering. The project consists of a planned residential development consisting of 31 lots and related surface and utility improvements on a previously graded vacant parcel. The purpose of this report is to provide hydraulic analysis of the proposed public sewer system in order to acquire the appropriate final engineering permits, and to properly design sewer facilities per standards in the City of Carlsbad Sewer Design 2004 Edition, Volume 1 - Chapter 6: Design Criteria for Gravity Sewer Lines and Appurtenances, dated 06/30/2008. Project Location: The project site is located in Carlsbad, California east of Interstate 5 at the southwest intersection of Poinsettia Lane and Lowder Lane. See the Vicinity Map on Page 3 for the approximate location of the project site. Project Description and Features: The project consists of constructing 27 single-family residences, four private residential driveways and a recreation area on a 5.1-acre property. Each residential lot will be served by a 4" sewer service that will flow into 6" or 8" pvc public sewer main, ultimately discharging through a 8"pvc sewer main on Lot 6 that will connect into an existing public 8" sewer main on Poinsettia Lane per Carlsbad As-Built Dwg. No. 213-3. Final engineering and improvement plans prepared for this project is City of Carlsbad Dwg. No. 469-8. Prepared by: \ Revised: January 26,2011 Rick Engineering Company CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) CITY OF OCEANSIDE HIGHWAY NOT TO SCALE CITY OF VISTA PACIFIC OCEAN CITY OF SAN MARCOS CITY OF ENCINITAS VICINITY MAP NO SCALE Prepared by: Rick Engineering Company Revised: January 26,2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) Design Criteria This sewer study was completed with the design criteria listed in the City of Carlsbad Sewer Design 2004 Edition, Volume 1 - Chapter 6: Design Criteria for Gravity Sewer Lines and Appurtenances, dated 06/30/2008. Following is a list of criteria and assumptions that were used for the design of the sewer system, for the project: 1. Flows are based on an Equivalent Dwelling Unit (EDU) = 220 gallons per day, Average Daily Flow (ADF). 2. Gravity sewer pipelines shall be designed for a minimum velocity of 2 feet/second. Velocity, unless otherwise stated, shall be calculated from peak dry weather flow. Where the minimum velocity of 2 feet/second cannot be maintained, a minimum slope of 1.6% shall be used. 3. Gravity sewer pipelines with a 12" diameter or less shall be designed to flow at depths of 0.5D during peak hour dry weather flow. 4. Sewer pipe material is to be polyvinyl chloride pipe (pvc), class (C-900) with a Manning's "n" value of 0.011. 5. The project site is currently zoned residential. Prepared by: 3 Revised: January 26,2011 Rick Engineering Company CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) Example Calculation Example: Flow Generation Data for Line E (MH 7 to MH 5) 1. Equivalent Dwelling Units (EDU's) in Residential Zone = 10 x 220 gal/day = 1,320 gal/day Cumulative Average Daily Flow, (Cumm. ADF) 2. Dry Weather Peaking Factor = 2.5 3. Peak Dry Weather Flow = 1,320 gal/day x 2.5 (1 MG/1,000,000 gal) = 0.0033 MOD, 0.0033 MOD x (1 ft3/s/0.646272 MOD) = 0.005 cfs Pipe Characteristics: Line E (MH 7 to MH 5) V 0.011n = DIA = Q S (1.49/n)(Rn2/3)(s1/2) 8" 0.005 CFS 1.6% Velocity 1.15 feet/second (fps) 1.15 (fps) < 2 FPS Not OK, Must meet minimum slope of 1.6% requirements. Pipe slope = 1.6% = 1.6% OK dn/D = 0.05 < 0.33 OK Prepared by: Rick Engineering Company Revised: January 26, 2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) Peak Dry Weather Design Flow Analysis Table 1 on the next page summarizes the peak dry weather flow analysis for both velocity and pipe capacity based on standards in the City of Carlsbad Sewer Design 2004 Edition, Volume 1 Chapter 6: Design Criteria for Gravity Sewer Lines and Appurtenances, dated 06/30/2008 and Hydraulic Elements of Pipes in King's Handbook of Hydraulics, 1996. Prepared by: Rick Engineering Company Revised: January 26, 2011 CJK:CA:sr:K:Job Files\14826\C\Studies\Sewer (3) Summary This study was performed to provide a sewer system that will serve the project shown in Map Pocket 1. The study design criteria was based on the City of Carlsbad Sewer Design 2004 Edition, Volume 1 - Chapter 6: Design Criteria for Gravity Sewer Lines and Appurtenances, dated 06/30/2008. The Peak Dry Weather Design Flow analysis results show that the proposed pipes that will convey project flow into existing public sewer system on Poinsettia adhere to the pipe slopes (minimum 0.4%). Velocities are below the desired flow velocity of 2 feet/second, but pipe slope grades were increased to the maximum extent possible given the constraints of the project. These results are summarized in Table 1 - Peak Dry Weather Design Flow Analysis on the previous page. Refer to Appendix A for pipe flow capacity (normal depth) calculations/analysis. Prepared by: Rick Engineering Company Revised: January 26, 2011 CJK:CA:sr:K:Job FiIes\14826\C\Studies\Sewer (3) APPENDIX A Pipe Flow Capacity Analysis Carlsbad Tract CT 05-10 Pipe Flow Capacity Analysis 1. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE A DISCHARGE IS = DIAMETER IS = 0.01 CFS 0.50 FT SLOPE IS = MANNING'S N = 0.0812 FT/FT 0.011 NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.03 2.55 0.00 0.02 0.23 0.22 FT FPS SQ FT FT FT FT CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 1.89 CFS 3.38 0.10 FT 0.05 FT 1.03 FPS 2. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE B DISCHARGE IS = DIAMETER IS = 0.01 CFS 0.67 FT SLOPE IS = MANNING'S N = 0.0250 FT/FT 0.011 NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.03 1.62 0.01 0.02 0.30 0.29 FT FPS SQ FT FT FT FT CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 2.29 CFS 1.94 0.04 FT 0.04 FT 0.99 FPS 3. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE C DISCHARGE IS = DIAMETER IS = NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.01 CFS 0.67 FT 0.02 3.13 0.00 0.01 0.24 0.23 FT FPS SQ FT FT FT FT SLOPE IS = MANNING'S N = CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.1660 FT/FT 0.011 5.90 CFS 4.69 0.15 FT 0.04 FT 0.99 FPS J-14826-C 09/20/10 4. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE D DISCHARGE IS = DIAMETER IS = NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.01 0.50 0.03 2.06 0.00 0.02 0.25 0.24 CFS FT FT FPS SQ FT FT FT FT SLOPE IS = MANNING'S N = CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.0440 FT/FT 0.011 1.39 CFS 2.54 0.07 FT 0.05 FT 1.03 FPS 5. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE E DISCHARGE IS = DIAMETER IS = 0.01 CFS 0.67 FT SLOPE IS = MANNING'S N = 0.0100 FT/FT 0.011 NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.04 1.18 0.01 0.03 0.33 0.32 FT FPS SQ FT FT FT FT CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 1.45 CFS 1.27 0.02 FT 0.04 FT 0.99 FPS 6. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE F DISCHARGE IS = DIAMETER IS = NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.01 0.50 0.04 1.35 0.01 0.03 0.29 0.27 CFS FT FT FPS SQ FT FT FT FT SLOPE IS = MANNING'S N = CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.0130 FT/FT 0.011 0.76 CFS 1.44 0.03 FT 0.05 FT 1.03 FPS 7. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE G DISCHARGE IS = DIAMETER IS = 0.02 CFS 0.67 FT SLOPE IS = MANNING'S N = 0.0050 FT/FT 0.011 NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER 0.06 FT 1.14 FPS 0.02 SQ FT 0.04 FT 0.42 FT CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 1.02 CFS 0.96 0.02 FT 0.06 FT 1.18 FPS J-14826-C 09/20/10 iMt TOP WIDTH IS =0.40 FT 8. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE H DISCHARGE IS = DIAMETER IS = NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.02 0.67 0.07 1.06 0.02 0.04 0.44 0.41 CFS FT FT FPS SQ FT FT FT FT SLOPE IS = MANNING'S N = CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.0040 FT/FT 0.011 0.92 CFS 0.86 0.02 FT 0.06 FT 1.18 FPS 9. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE I DISCHARGE IS = DIAMETER IS = 0.02 CFS 0.67 FT SLOPE IS = MANNING'S N = 0.0040 FT/FT 0.011 NORMAL DEPTH IS = VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.07 1.06 0.02 0.04 0.44 0.41 FT FPS SQ FT FT FT FT CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.92 CFS 0.86 0.02 FT 0.06 FT 1.18 FPS 10. NORMAL DEPTH FOR CIRCULAR PIPES COPYRIGHT 1992 RICK ENGINEERING COMPANY PIPE LINE J DISCHARGE IS = DIAMETER IS = NORMAL DEPTH IS - VELOCITY IS = AREA IS = HYDRAULIC RADIUS WETTED PERIMETER TOP WIDTH IS = 0.02 CFS 0.67 FT 0.07 1.06 0.02 0.04 0.44 0.41 FT FPS SQ FT FT FT FT SLOPE IS = MANNING'S N = CAPACITY IS = FROUDE NUMBER IS = VELOCITY HEAD IS = CRITICAL DEPTH = CRITICAL VELOCITY 0.0040 FT/FT 0.011 0.92 CFS 0.86 0.02 FT 0.06 FT 1.18 FPS J-14826-C 09/20/10