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HomeMy WebLinkAboutCT 16-05; Quarry Creek PA R4-B west; SEWER DESIGN REPORT; 2017-05-18(<ecbrd Ct,f>'j Sewer Design Report ROW 2017-0170 I CT 16-05 I PUD 16-06 I MP 10-0l(B) QUARRY CREEK PLANNING AREA R-4B (WEST) City of Carlsbad, Ca County of San Diego PREPARED FOR: PRESIDIO CORNERSTONE QC, LLC 4365 EXECUTIVE DRIVE, SUITE 600 SAN DIEGO, CA 92121 PREPARED BY: RECEIVED MAY 18 2017 (§-A ,;.m ~ n~ ;iJ v"' ~ ....... a 190, -2017 LAND DEVELOPMENT 3990 RUFFIN ROAD, SUITE 120 ENGINEERING SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 71632.60 t \) ~ ~ ~ TABLE OF CONTENTS Vicinity Map Scope of Report ............................................................................................................................... 1 Quarry Creek Development ............................................................................................................ 1 Planning Area R-48 West. ............................................................................................................. 1 Methodology ................................................................................................................................... 2 Sewer Hydraulics ............................................................................................................................ 2 Results ............................................................................................................................................. 2 Conclusion ...................................................................................................................................... 3 EXHIBITS A. Sewer Flow Summary (Ultimate & Interim Conditions) B. PDC Sewer Report Excerpts C. Marron Road Sewer Plans, O' Day Consultants Site Sewer Map .................................................................................................. Map Pocket APPENDIX City/CMWD Design Standards Volume I Chapter 6 (Gravity Sewer) Excerpts D·\71632 QC PA4\Reports1Sewer\R4 West\20170517 R4 West Sewcr.docx DISTRICT El CAMINO CtwNTHY CLUB ~ UIHA ~ COSTA COLLEGE ~ ~, VICINITY UAP NOT TO SCALE THOAIAS BROTHERS PG. I 107. GRID A-2 2008 EDITION D.\71632 QC PA 4\Reports1Sewer\R4 West\20170517 R4 West Sewer.docx Scope of Report This report is limited to sewage flow estimates and hydraulic calculations for the proposed sewer mains within the R-4B West site. Offsite flows include the Marron Road sewer, which will convey flows from the existing Calavera Hills development to the south. As described in the Preliminary Sewer Report Quarry Creek (PDC October 2012), the offsite development is currently served by the Simsbury Sewage Lift Station, which is to be abandoned as part of a City project. The R4B West sewer will not carry flows from the abandonment of the Marron Road sewer lift station, which serves the commercial development located east of the Quarry Creek development. The R-4B West sewer will connect to the proposed 10" sewer in Adobe Falls Road. Since this area is part of the Quarry Creek Development, no further calculations were prepared to estimate peak flow rates for the downstream flow systems conditions, analyze capacity, or assess potential impacts. Quarry Creek Development The Quarry Creek development is located in the City of Carlsbad (City), but is bordered to the east by the City of Oceanside. The development is situated west of College Boulevard, east of Interstate 5, and south of Haymar Drive. The development is divided north and south by the Buena Vista Creek, which runs east to west through the middle of the site. The Quarry Creek development is 155.36 acres in gross project size. The initial phase of Quarry Creek created large sheet graded pads with infrastructure for the individual Planning Areas, including public roads, backbone public utilities, and the water quality and detention facilities to support the entire development. The R4B (West) planning area is located at the western edge of the Quarry Creek development envelope. Planning Area R-4B (West) The R-4B planning area will be a detached residential development. A total of 56 units will be constructed. A combination of 8" and IO" sewer mains will collect onsite flows and discharge to the proposed public IO" sewer line at the Adobe Springs Road cul-de-sac , near the northeast comer of the site. A copy of the Sewer Site Map is provided in the Map Pocket at the back of the report. D:171632 QC PA 4\Reports\Sewer\R4 West\20170517 R4 West Sewer docx 1 Methodology Public sewer lines are to be designed in accordance with City/ CMWD Engineering Design Standards Volume I, Chapter 6, as follows; Hydraulic calculations shall be based upon a normal "n" value of 0.011. Minimum 8" diameter main. Sewer mains shall be designed for a minimum velocity of 2 feet per second (peak dry weather). Depth of flow shall not exceed Yi full for 12" diameter pipe and smaller. Flowrate generation using 1 Equivalent Dwelling Unit (EDU)= 220 gallons per day. Peaking factors for small basins ( <I 00,000 gpd) are set at a constant 2.5. Small sewer populations are typically limited in achieving the target cleansing velocity of 2 fps. Sewer Hydraulics The proposed sewer system is consistent with the generally mild slope of the development. Pipe slopes are generally in the range of 0.5% to 2%, with the connection to the public main at 4.4%. Pipe slopes at the upstream ends of the system are set at a slope of 1 %, in an effort to improve performance. Detailed hydraulic calculations are included in Exhibit "A". Results The proposed R4B West sewer is the minimum 8" size, except for the segments that will carry the offsite flows. The project is relatively small (56 Dwelling Units). The connection of the offsite flows will significantly increase the peak flow rates and velocities. A review of the Ultimate hydraulic calculations indicates that the 8" main will have flow depths at or less than 1/101h full. Peak velocities are generally in the 1-2 fps range. Regardless of slope, a 2 fps cleansing velocity is not possible for the very small populations. The 1 O" main, which includes the offsite flows will have flow depth ranging from V. to 1/3 full, with velocities in the 3-5 fps range. Interim Conditions The offsite flows are significantly larger than the R4B West flows. A portion of the onsite main will be increased to IO" diameter. Due to the topography of the project, and the alignment through the R-48 site, portions of the 10" main will have a mild slope (0.5% to 1.0% range). The offsite flows will be added to the system after the completion of the Quarry Creek sewer system. Until then, the IO" main will carry only the R4B west flows. A review of the interim flow conditions indicates poor hydraulic conditions, with velocities in the IO" segments of 0.9 fps to tfps. Detailed hydraulic calculations for the Interim conditions are included in Exhibit "A". Conclusion The proposed R4B West sewer is the minimum 8" size, except for the segments that will carry the offsite flows. The project is relatively small (56 Dwelling Units). The connection of the offsite flows will significantly increase the peak flow rates and velocities. A review of the ultimate hydraulic calculations indicates that the 8" main will have flow depths at or less than 1/1 O'h full. Peak velocities are generally in the 1-2 fps range. Regardless of slope, a 2 fps cleansing velocity is not possible for the very small populations. The IO" main, which includes the offsite flows will have flow depth ranging from Y. to 1/3 full, with velocities in the 3-5 fps range. The offsite flows will be added to the R4B West system after the completion of the Quarry Creek sewer system. Until then, the IO" main will carry only the R4B west flows. A review of the interim flow conditions indicates poor hydraulic conditions, with velocities in the 0.9 fps to 4Jps range for the IO" segments. EXHIBIT A Proposed Sewer Summary for R-4B West Case A: Ultimate Conditions Case B: Interim Conditions Exhibit A SEWER STUDY SUMMARY Quarry Creek I R-4A West CASE A Ultimate Condition Includes Offsite Flows City of Carlsbad 1 EDU = 220 gals/day PF= 2.5 Proposed -Dry Weather Conditions Revised 5-10-2017 LINE FROM TO BASIN DU Pop/DU EDU EDU Population TOTAL AVERAGE FLOW PEAK PEAK FLOW LINE DIA DESIGN do dn/D VELOCITY Marron Rd Villeta Ave Estero Rd Villeta Ave Marron Rd Marron Rd Candelas St Estero Rd Candelas St Villeta Ave Adobe Serina MH MH Pop/AC Added Cumm G.P.D. C.F.S. 480 481 Lots 28-35 8 8 1,760 0.003 481 482 Lots 36-39 4 12 2,640 0.004 482 483 Lots 40, 1-3 4 16 3,520 0.005 483 485 Lots 4-8 5 21 4,620 0.007 485 484 Lots 41-45, 50-51 7 7 1,540 0.002 485 494 Lots 9-14 6 34 7,480 0.012 24 23 Simsbury Ct 608 608 133,760 0.207 23 Stub rm Candelas 0 608 133,760 0.207 Stub 491 608 133,760 0.207 491 493 Lot 23-27 5 613 134,860 0.209 492 493 Lots 46-49, 52 5 5 1,100 0.002 493 494 Lots 53-56, 18-22 9 627 137,940 0.213 494 495 Lots 15-17 3 664 146,080 0.226 495 496 664 146,080 0.226 496 497 664 146,080 0.226 497 498 664 146,080 0.226 R-4 West 56 Offsite 608 Total 664 Notes: 1 Marron Rd I Simsbury Ct DU count from Preliminary Sewer Report by PDC, October 2012 2 Marron Rd Sewer system per Dwg 484-5 Sheet 33 (Plan Change 2) by O'Day Consultants 0:\71632 QC PA 4\Reports\Sewer\R4 West\QC R-4 West-UPDATEO.xlsx M.G.D. FACTOR C.F.S. M.G.D. (INCHES) SLOPE(%) (FEET) (FPS) 0.002 2.50 0.007 0.004 8 1.34o/o 0.031 0.05 1 .16 0.003 2.50 0.010 0.007 8 1.47o/o 0.037 0.06 1.36 0.004 2.50 0.014 0.009 8 1.00°/o 0.046 0.07 1.31 0.005 2.50 O.D18 0.012 8 1.00o/o 0.052 008 1.42 0.002 2.50 0.006 0.004 8 3.17°/o 0.024 0.04 1.52 0.007 2.50 0.029 0.019 8 1.00o/o 0.066 0.10 1.63 0.134 2.50 0.517 0.336 10 0.50% 0.303 0.36 289 0. 134 2.50 0.517 0.336 10 0.50% 0.303 0.36 2.89 0.134 2.50 0.517 0.336 10 0.50°/o 0.303 0.36 2.89 0.135 2.50 0.521 0.338 10 1.QQ0/o 0.253 0.30 3.72 0.001 2.50 0.004 0.003 8 2.84o/o 0.021 om 1.33 0.138 2.50 0.533 0.346 10 1.94o/o 0.216 0.26 4.75 0.146 2.50 0.565 0.367 10 1.00°/o 0.264 0.32 3.80 0.146 2.50 0.565 0.367 10 1.00o/o 0.264 0.32 3.80 0.146 2.50 0.565 0.367 10 1.00o/o 0.264 0.32 3.80 0.146 2.50 0.565 0.367 10 9.94°/o 0.148 0.18 8.60 Exhibit A SEWER STUDY SUMMARY Quarry Creek I R-4A West CASE B Interim Condition R4B Only City of Carlsbad 1 EDU = 220 gals/day PF= 2.5 Proposed -Dry Weather Conditions Revised 5-10-2017 LINE FROM TO BASIN DU Pop/DU EDU EDU Population TOTAL AVERAGE FLOW PEAK PEAK FLOW LINE DIA DESIGN de dn/D VELOCITY Marron Rd Villeta Ave Estero Rd Villeta Ave Marron Rd Marron Rd Candelas St Estero Rd Candelas St Villeta Ave Adobe Sorina MH MH Pop/AC Added Cumm G.P.D. C.F.S. 480 481 Lots 28-35 8 8 1,760 0.003 481 482 Lots 36-39 4 12 2,640 0.004 482 483 Lots 40, 1-3 4 16 3,520 0.005 483 485 Lots 4-8 5 21 4,620 0.007 485 484 Lots 41-45, 50-51 7 7 1,540 0.002 485 494 Lots 9-14 6 34 7,480 0.012 24 23 Simsbury Ct 0 0 0 0.000 23 Stub @: Candelas 0 0 0 0.000 Stub 491 0 0 0.000 491 493 Lot 23-27 5 5 1,100 0.002 492 493 Lots 46-49, 52 5 5 1,100 0.002 493 494 Lots 53-56, 18-22 9 19 4,180 0.006 494 495 Lots 15-17 3 56 12,320 0.019 495 496 56 12,320 0.019 496 497 56 12,320 0.019 497 498 56 12,320 0.019 R-4 West 56 Off site 608 Total 664 Notes: Marron Rd I Simsbury Ct DU count from Preliminary Sewer Report by PDC, October 2012 2 Marron Rd Sewer system per Dwg 484-5 Sheet 33 (Plan Change 2) by O'Day Consultants D:\71632 QC PA 4\Reports\Sewer\R4 West\QC R-4 West -UPDATED.xlsx M.G.D. FACTOR C.F.S. M.G.D (INCHES SLOPE(%) (FEET) (FPS} 0.002 2.50 0.007 0.004 8 1.34°/o 0.031 0.05 1.16 0.003 2.50 0.010 0.007 8 1.47°/o 0.037 0.06 1.36 0.004 2.50 0.014 0.009 8 1.00o/o 0.046 0.07 1.31 0.005 2.50 0.018 0.012 8 1.00o/o 0.052 0.08 1.42 0.002 2.50 0.006 0.004 8 3.17°/o 0.024 0.04 1.52 0.007 2.50 0.029 0.019 8 1.00o/o 0.066 0.10 1.63 0.000 2.50 0.000 0.000 10 0.50% 0.000 0.00 0.00 0.000 2.50 0.000 0.000 10 0.50% 0.000 0.00 0.00 0.000 2.50 0.000 0.000 10 0.50o/o 0.000 0.00 0.00 0.001 2.50 0.004 0.003 10 1.00o/o 0.025 0.03 089 0.001 2.50 0.004 0.003 8 2.84°/o 0.021 0.03 1.33 0.004 2.50 0.016 0.010 10 1.94°/o 0.040 0.05 1.68 0.012 2.50 0.048 0.031 10 1.00o/o 0.078 0.09 1.84 0.012 2.50 0.048 0.031 10 1.00% 0.078 0.09 1.84 0.012 2.50 0.048 0.031 10 1.00°/o 0.078 0.09 1.84 0.012 2.50 0.048 0.031 10 9.94°/o 0.045 0.05 4. 11 71fi':I.? Rn EXHIBIT B PDC Sewer Report Excerpts PRELIMINARY SEWER REPORT QUARRY CREEK Lots 1-16 October 2012 CT 11-04 Prepared For: Quarry Creek Investors, LLC 2750 Womble Road San Diego, CA 92106 PROJECT DESIGN CONSULTANTS 701 a Street, Suite 800 San Diego, CA !t2i 01 6:19.135JS411 Tel 619.234:0349 F.ix Pfannlng I Landscape Architecture I Environmental ! Engineering l Survey Greg M. Shields, Registration Expires PDC Job No. 2468.00 RCE 42951 03/31/14 Prepared By: MW Checked By: OMS I. INTRODUCTION This report supports the preliminary design of the proposed sewer improvements associated with Quarry Creek, (Project). The project is located in the City of Carlsbad and is bound generally by State Route 78/Haymar Drive to the north, undeveloped land to the west, City of Oceanside boundary to the east, and Calavara Hills to the south. The total project site consists of 155.38-acres of gross project area. Figure I shows the vicinity map for the project. II. PROJECT DESCRIPTION Page 3 of7 The proposed project includes mass grading pads and supporting public roadway infrastructure for the future development of 656 market rate residential units (Lots I thm 5), parks (Lot 6, 8 thru 11), community facility (Lot 7) and open space (Lots 12 thru 16) on approximately 155.38 acres. As part of the proposed sewer improvements, the City of Carlsbad will be installing a new sewer main in Simsbury Court and abandoning the existing Simsbury sewer lift station. The project will provide a sewer main extension from Street A to the right-of-way Simsbury Court through Lot 14 (see Exhibit A). A portion of the existing development to the south, Calavara Hills, is currently being sewered by a lift station (Simsbury Lift Station) located in Simsbury Court (see Dwg. 244-3). With development of the Quarry Creek project, the City of Carlsbad will propose to abandon the Simsbury Lift Station and connect to the public sewer system in Quarry Creek. The existing Simsbury sewer EDU' s ( designated as tributary area 7 A) is 608 EDU and is included in this sewer analysis. The City's 2012 Sewer Master Plan update has determined that it is not cost effective to direct the sewer flows from the Villas Lift Station to Quarry Creek and is therefore not included in this sewer analysis. The existing commercial development to the east, within the City of Oceanside, currently sewers through a private sewer lift station in Marron Road (Dwg. Rl 2045). It pumps wastewater back to College Blvd. and City of Oceanside sewer system. With development of the Quarry Creek project, the Marron Road sewer lift station could be abandoned, provided a flow exchange agreement is approved between the Cities of Vista, Carlsbad and Oceanside. If the agreement is approved, then Oceanside will be allowed to connect to the proposed public Carlsbad sewer in Street "A". The project will provide a sewer main up to the existing 8-inch sewer stub in Marron Road, but will not connect until the agreement is in place. The existing sewer EDU's generated from the commercial property (Marron Road lift station) to the east and the future community facility area east of Lot 1 are included in this sewer analysis for conveyance capacity verification. The proposed public backbone sewer system for Quarry Creek will be located in Streets "A", Street "B" and through Lot 11 and will connect into the existing 36inch-Buena Vista Creek sewer main in Haymar Drive to the north. As Street "B" crosses the Buena Vista Creek, a vehicular bridge will be constructed. The proposed sewer main in Street R :\ Wl'\REPOR T\2400\2468 _SEWER_ REPORT_ ocr. l 2.doc "B" will be suspended on the bridge. The proposed sewer main will not encroach into the 100-year water surface elevation (See Sheet 9 of CT 11-04). The proposed project proposes to connect into MH#32 per City of Vista D-1981. Since the project connects into the VC-1 segment, the City of Carlsbad and the City of Vista will need to enter into an agreement and/or some other form of approval in order for Carlsbad to obtain capacity rights to connect into the VC-1 segment owned by City of Vista. III. DESIGN CRITERIA Using the Unit Flow Generation Factors (Table 5-1, located in Appendix!): I. Existing Simsbury EDU from the Simsbury Lift Station is 608 EDU's 2. Existing EDU from Marron Road is 203 EDU's (based on the conversion factor of 1 EDU per 1,800 square feet of building-existing 364,000s.f. of building) 3. Proposed EDU from Lots I thru 5 generate 656 EDU's (based on the proposed number of units) 4. The proposed parks and community facilities lots (Lots 7 and 8) generate 33 EDU's (based on the conversion factor of 40% improved pads to square feet of building and 1 EDU per 1,800 square feet of building) 5. Potential for sewer services to Oceanside parcel east of Lot 1 subj eel to approval by the City of Carlsbad generate 11 EDU's (based on the conversion factor of 40% improved pads to square feet of building and 1 EDU per 1,800 square feet of building) The proposed EDU generated by the Quarry Creek project, and surrounding commercial and residential developments is 1,511 EDU's. IV. CONCLUSION Puge 4 of7 In conclusion, it was determined that the proposed eight to twelve inch mains in Streets A and B, are suitable to carry the proposed sewer flows. A minimum of 2 fps velocity has been achieved (see Table 1), with pipes less than Yi Did. R :\ WP\REPOR T\2400\2463 _SEWER_ REPORT_ OCT-l 2 .doc EXHIBITC Marron Road Sewer Plans DWG 484-5 Sheet 33 Plan Change 4 O' Day Consultants . oz,-.,]~ ----z.0.--- -- - L-~ ._ I 0 ..... - -- - - \ - I, Ji f i '. I I I I I I I 1 _ . T·---;1. l . ~ -·" · ''-L..,. -: ·1.--j · · ::.:,...1..:.1-. ·-t4-l I ·.I j 'i'l I .. 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EXISllNG CONTOUR --•--o-•-- 0 SUBDMSION BOUNDARY-----....._ {7YP.) \ --------------------------------------------------------------------------------------------1 LIMffS OF R-48 WEST PROJECT BOUNDARY-~ {7YP.) 107 10 -----OP£.!V SP..,t.JC.E' 10' SEWER, 484-5 SEE SHEET 33 CHANGE&_ --@ ---- S.M.H. NO. 497 S.M.H. NO. 496 SEWER EXHIBIT FOR: OUARRY CREEK PLANMNG AREA 'R-48' WEST • ii'. u~ 2 ~ -~ PLANNING ENGINEERi:-JG SURVEYING <> 3990 Ruffin Road, Suite • 20 "' San Diego, Ca. 92123 ~ 858-560-11L1 ., ~;:'i7'":;:7o'-~-------------------------------------------------------------------------------------------------------------_!85~8~-5!6~0-~8~15~7!F~ax:__ ______ J~ :J::=2-1.Z 5-10-17 71632.10 ----·-·-----------------------------------·-··-------------~-----------····--- APPENDIX City/CMWD Design Standards Volume I Chapter 6 (Gravity Sewer) Excerpts CHAPTER 6 -DESIGN CRITERIA FOR GRAVITY SEWER LINES AND APPURTENANCES Engineer will submit a rough layout of system for review and approval by the City Engineer prior to preparation of Improvement plans. 1. SEWER MAIN DEPTH AND SIZE A. Sewer main depth and size shall be as shown below unless approved by the City Engineer. B. Minimum depth, finish grade to top of pipe 6 feet C. Maximum depth, finish grade to top of pipe 15 feet D. Design calculations shall be submitted to verify size and bedding design. (Manning "N" PVC= 0.011 is norm). E. Minimum size of mainline shall be 8". F. 6" main line may be allowed on cul-de-sac streets with a maximum of 10 units. G. All sewer laterals and main line invert elevations shall be shown in profile on the improvement plans and shall include stations, slope, and distance. H. All sewer mains over 15" In diameter shall require special design and City Engineer approval. 2. SEWER LATERAL DEPTH AND SIZE A. 4" minimum diameter for single-family residence. B. 6" minimum diameter for all other use. C. Desirable depth at properly line Is 5 feet (top of pipe to finish grade @ top of curb). 3. PIPELINE MATERIAL TYPES A. Gravity sewer pipe and fittings shall have PVC conforming to ASTM D3034 for diameters 4" -15" and ASTM F 679 for 18" -24", with integral-bell gasketed joints (gasket and spigot end Joint design). Pipe shall be made of PVC plastic having a cell classification of 12454-B or 12364-8 as defined in ASTM D 1784 and shall have SDR of 35 and a minimum stiffness of 46 psi according to ASTM D 2412. B. All fittings and accessories shall be as manufactured and finished by the pipe supplier or approved equal and have bell and spigot configurations compatible with that of the pipe. Volume 1 ·-Chapter 6 Page 1 of 8 Rev. 6/30/08 C. PVC pipe Joints shall be elastomeric gasket joints type conforming to Standard Specifications for Public Works (Greenbook) most recent edition. Rubber gaskets shall be factory installed and conform to ASTM F 477. Pipe Joints shall have been tested and meet watertight performance requirements of ASTM D 3212, "Joints for Pipe Using Flexible Elastomerlc Seals." D. PVC C-900 shall be used for gravity sewer pipelines with depths equal or greater than 15 feet. Engineering calculations shall be provided to verify that the pipe material will accommodate the design depth. E. Use of other pipe and fitting materials and types may be required by the City Engineer to meet specific conditions during design or construction. F. Service connections to the sewer main shall be watertight and not protrude Into the sewer pipe. All materials used to make the service connections shall be compatible with each other and with the pipe material to be Joined and shall be corrosion proof. G. Couplings used for repair, or transition to dissimilar pipe materials shall be approved by the City Engineer and provide corrosion proof watertight seal. 4. DESIGN PARAMETERS FOR GRAVITY SEWER MAIN SLOPE, FLOW AND DEMAND A Gravity sewer pipelines shall be designed for a minimum velocity of 2 feeVsecond. Velocity, unless otherwise stated, shall be calculated from peak dry weather flow. B. Pipeline slopes shall satisfy the minimum velocity requirement aforementioned. Maximum velocities greater than 10 ft/second should be avoided. C. D. Slopes for Specific Pipe Sizes 8 through 12-/nch diameter: 8" minimum 0.40% desirable 0.50% 10" minimum 0.28% desirable 0.40% 12" minimum 0.21% desirable 0.30% Slopes for larger than 12-inch diameter pipe shall be designed to meet flow and velocity criteria and require specific approval of the City Engineer. Pipelines with horizontal curvature will require increase slope to achieve minimum required velocities. Gravity pipelines with diameters of 12" and less shall be designed to flow at depths of 0.5D during peak hour dry weather flow. Gravity pipelines with diameters greater than 12" shall be designed to flow at depths of 0. 75D during peak hour dry weather flow. Peak hour sewer flow rates do not include infiltration or Inflow (1/1). Infiltration is defined as the addition of groundwater Into the sewer collection system and inflow Is the addition of storm water Into the sewer collection system. Because sewer collection system 1/1 Is dependent on a number of factors Including season, age of system, type of pipe material and joints, root intrusion, and presence of storm water system, the 1/1 flow rates will vary from system to system. The design of sewer pipelines connecting to sewer systems known to have 1/1, or are susceptible to 1/1, shall utilize peak wet weather flow estimates from the City of Carlsbad Sewer Master Plan or perform wet weather flow monitoring as directed by the City Engineer. Gravity pipelines designed to convey wet weather flow shall not exceed 0.90D for peak hour wet weather flow. Volume 1 -Chapter 6 Page 2 of 8 Rev. 6130/08 E. Flowrate Generation 1) 2) 3) An Equivalent Dwelling Unit (EDU)= 220 gal/day, Average Daily Flow (ADF) For ADF less than 100,000 gal/day, a peaking factor (PF) of 2.5 multiplied times the ADF shall be used to determine Peal< Dally Flows (PDF). PDF =· ADF x 2.5 a) Residential: Slngle Fa mtly Residence= 1 EDU b) Commercial Property: 1 EDU/1 ,800-ft2 (building space) i) Ii) To convert raw land to square feet of building space, assume 30% coverage. This could vary significantly dependent development constraints . To convert improved pads to square feet of building space, assume 40% of coverage. . Industrial Property: 1 EDU/5,000 ft2 (warehouse space) 1 EDU/1,800 ft2 (office space) a) To convert raw land to square feet of building space, assume 30% coverage. This could vary slgnlflcantly dependent issues such as environmental restrictions. b) To convert improved pads 'to square feet of building space, assume 40% of coverag e. c) Assume 60% of building space Is warehouse, and 40% Is office space. 5, HORIZONTAL AND VERTICAL LAYOUT A. Streets: See City of Carlsbad Standard Drawing No. GS-6 for location. B. Alley: Main to centerline shall be a minimum of thr.ee feet (3') offset. C. Private Street: Shall req uire special design and conditions. Easement sh·all be 20 feet mlnlmum. D. Horizontal Curve: SOR 35, PVC pipe may be curved horizontally through longitudinal bending with ~he following limitation: 200 feet 250 feet 300 feet 375 feet City Engineer shall approve curvatures for larger diameter pipe. Volume 1 -Chapter 6 Page 3 of 8 Rev. 6/30/08 E. F. G. Vertical Curve: Vertical curves shall be permitted only when specifically approved by the City Engineer. A detailed design drawing shall be required for review and approval. Utility Clearances: Show all underground utilities in both plan and profile. Provide minimum separation per the State Department of Health Services "GUIDANCE MEMO NO. 2003·02: GUIDANCE CRITERIA FOR THE SEPARATION OF WATER MAINS AND NON-POTABLE PIPELINES". Manholes: Shall be located at areas described as follows: 1) 2) 3) 4) 5) 6) 7) 8) 9) 10) 11) 12) 13) 14) Maximum spacing of manholes shall be three hundred fifty feet (350') for mains twelve Inches (12") and smaller and five hundred feet (500') for mains over twelve inches (12") unless otherwise approved by the City Engineer. Install manholes at all changes of slope that exceeds 2% and show Inlet and outlet inverts on all manholes. Install manholes at all changes in horizontal direction. Install manholes at all intersections of mains. Install manholes at changes of pipe sizes. Install manholes at the end of all sewer mains. All. standard manholes shall be a minimum of five feet (5') in diameter with no steps. Man holes shall be sequentially numbered on the plans with manhole numbers beginning at the lowest invert. Three-foot stubs shall be provided for future tie-ins and main extensions. Manholes shall. be PVC lined per Std. Dwg. S-1A when: depth Is 15-feet or greater; slope of sewer pipe coming into the manhole is greater than 7%; all force main discharge manholes; the Immediate upstream and downstream manholes of Inverted slphonsh· drop manholes; on sewer lines 15-lnch and greater; when required by t e City Engineer. Where there Is a slope change from steep to flat of 5% or greater, the manhole at the grade change and the next manhole upstream shall be PVC lined. Install manholes for all lateral connection In pipelines 15-inch diameter and larger. When Intercepting flows from smaller pipelines In manholes, set Invert of a smaller main at % of the depth of the larger main. Locking manhole lids may be required In unpaved areas as directed by the City Engineer. The top cone shall be 6" below finished subgrade. Circular steel covers shall be placed on the manholes during subgrade preparation and base rock grade work, in order to keep the sewer sxstem clean. Additionally, roadwork above live sewer manholes shall require plywood type sheeting be placed inside !he manhole and above the channel to keep any debris from entering the sewer line. In unpaved areas, sewer manhole frames and covers shall be set 6"above finished grade with concrete ring and marker post marked "sewer" per Standard Drawing S-9. Volume 1 -Chapter 6 Page4 of8 Rev. 6130108 H. Cleanouts: Extend beyond permanent pavement when street Is a temporary dead end. See Standard Drawing No. S-6 for type of cap and box. I. Laterals: Laterals shall be constrL1cted per Std. Dwg. No. S-7. Minimum horizontal distance from water service, fire hydrants, light standards, electrical transformers, etc., is 5 feet. Desirable horizontal distance is 1 o feet. 1) Install at right angle or radial to the main. 2) Laterals shall llil.l be located In driveways. 3) No connections shall be permitted on laterals other than provided In Standard Drawing No. S-7. 4) Location of property cleanout: See Standard Drawing No. S-7. 5) If the lowest plumbing fixture on a property is lower than 2-feet above the nearest upstream manhole cover, then the owner must provide a Backwater Valve to prevent a sewage backup onto the property. The valve must be installed In a valve box for easy access and be visible from the public right-of-way. The property owner shall be responsible for the Installation and maintenance of the sewer Backwater Valve. The Backwater Valve shall be shown on the precise grading and Improvement plans. 6) The Contractor shall install sewer laterals using wye fittings sized and located as shown on the Approved Plans. 7) Laterals shall be bedded, backfilled and compacted In the same manner as the sewer main they are connected to. J. Steep Slope Protection: 1) Sewer pipelines on 20 percent slopes or greater shall be anchored securely with a cut-off wall per RSD SP-05 or SP-07, spaced as follows: a. Not over 36 feet center to center on grades 20 percent and up to 35 percent; b. Not over 24 feet center to center on grades 35 percent and up to 50 percent; and c. Not over 16 feet center to center on grades 50 percent and over. K. All sewer mains, not located within the public right-of-way shall be provided with a minimum 20-foot wide sewer easement. In some special cases, a wider easement may be required; the City Engineer shall determine size. All easements shall be easily accessible to City maintenance equipment with all weather roadways. Volume 1 -Chapter 6 Page 5 of 8 Rev. 6/30/08