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HomeMy WebLinkAboutCT 16-05; QUARRY CREEK; SEWER DESIGN REPORT; 2017-05-10I I I No. 47107 \\Exp. 12-31-17 /1 * \\ 1/ • Civ P. A) Sewer Design Report ROW 2017-0170 / CT 16-05 /PUD 16-06 /MP 10-01(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: 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 71632.60 I I I I I I I I I I I 11 I I RECEIVED MAY 182017 LAND DEVELOPMENT ENGINEERING [1 TABLE OF CONTENTS Vicinity Map Scopeof Report....................................................................... 1 Quarry Creek Development.................................................... 1 Planning Area R-413 West...................................................... 1 Methodoh'v 2 SewerHydraulics................................................................................. 2 Results.................................................................................................. 2 Conclusion........................................................................................... 3 EXHIBITS Sewer Flow Summary (Ultimate & Interim Conditions) PDC Sewer Report Excerpts Marron Road Sewer Plans, 0' Day Consultants SiteSewer Map..................................................................................................Map Pocket APPENDIX City/CMWD Design Standards Volume I Chapter 6 (Gravity Sewer) Excerpts D:\71632 QC PA 4\Repots\Sewer\R4 West\201705 17 P.4 West Sewer.docx oism/cr HA 14R M J(LC/NLTYJIAP NOT TO SCALE NOMAS BRO?71(RS Pd F FOZ CD 4-2 200$ EDiTiON D\71632 QC PA 4\Reports\Sewer\R4 West\.201 70517 R4 West Sewer.docx I I 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 R413 West sewer will not carry flows from the abandonment of the I I Marron Road sewer lift station, which serves the commercial development located east of the Quarry Creek development. The R-413 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. 1.1 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 I 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 I i 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 R413 (West) planning area is located at the western edge of the Quarry Creek I 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 10" sewer mains will collect onsite flows and discharge to the proposed public 10" sewer line at the Adobe Springs Road cul-de-sac, near the northeast corner of the site. A copy of the Sewer Site Map is provided in the Map Pocket at the back of the report. II i , D:\71632 QC PA 4\Reports\Sewer\R4 West\201705 17 R4 West Sewer.docx I' t 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 '/2 full for 12" diameter pipe and smaller. Flowrate generation using 1 Equivalent Dwelling Unit (EDU) = 220 gallons per day. Peaking factors for small basins (<100,000 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 I The proposed R413 West sewer is the minimum 8" size, except for the segments that will carry i the offsite flows. The project is relatively small (56 Dwelling Units). The connection of the I 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 1110th 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 10" main, which includes the offsite flows will have flow depth ranging from '/4 to 1/3 full, with velocities in the 3-5 fps range. I Interim Conditions The offsite flows are significantly larger than the R413 West flows. A portion of the onsite main will be increased to 10" diameter. Due to the topography of the project, and the alignment F1 through the R-413 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 10" main will carry only the R413 west flows. A review of the interim I flow conditions indicates poor hydraulic conditions, with velocities in the 10" segments of 0.5 fps to2fps. I Detailed hydraulic calculations for the Interim conditions are included in Exhibit "A". I I I irl 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 11101h 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 10" main, which includes the offsite flows will have flow depth ranging from '/4 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 10" main will carry only the R413 west flows. A review of the interim flow conditions indicates poor hydraulic conditions, with velocities in the 0.5 fps to 2 fps range for the 10" segments. I Ii I II 1.1 I Il I! EXHIBIT A Proposed Sewer Summary for R-413 West Case A: Ultimate Conditions Case B: Interim Conditions U: I 11 I I - .- - - - - - - - - - - - - - - - - - * Exhibit A SEWER STUDY SUMMARY Quarry Creek / 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 MH TO MH BASIN DU Pop/DU Pop/AC EDU Added EDU Cumm Population TOTAL G.P.O. AVERAGE FLOW PEAK FACTOR PEAK FLOW LINE DIA (INCHES) DESIGN SLOPE (%) dn (FEET) dn/D VELOCITY (FPS) C.F.S. M.G.D. C.F.S. M.G.D. Marron Rd 480 481 Lots 28-35 8 8 1,760 0.003 0.002 0.004 8 1.34% 0.031 1105 1.16 481 482 Lots 36-39 4 12 2,640 0.004 0.003 2.50 0.007 8 1.47% 0.037 1106 1.36 482 483 Lots 40, 1-3 4 16 3,520 0.005 0.004 2.50r 0.014 2.50 0.009 8 1.00% 0.046 0.07 1.31 Villeta Ave 483 485 Lots 4-8 5 21 4,620 0.007 0.005 2.50 0.012 8 1.00% 1 0.052 1108 1 1.42 Estero Rd 485 484 Lots 41-45, 50-51 7 7 1,540 0.002 0.002 2.50 0.006 0.004 8 3.17% 0.024 0.04 1.52 Villeta Ave 485 494 Lots 9-14 6 34 7,480 0.012 0.007 2.50 0.029 0.019 8 1.00% 0.066 0.10 1.63 Marron Rd 24 23 SimsburyCt 608 608 133,760 0.207 0.134 2.50 0.517 0.336 10 0.50% 0.303 0.36 2.89 Marron Rd 23 Stub @ Candelas 1 0 608 133,760 0.207 0.134 2.50 0.517 0.336 10 0.50% 0.303 0.36 2.89. Candelas St Stub 491 608 133,760 0.207 0.134 2.50 0.517 0.336 10 0.50% 0.303 0.36 2.89 491 493 Lot 23-27 5 613 134,860 0.209 0.135 2.50 0.521 1 0.338 10 1.00% 0.253 0.30 3.72 Estero Rd 492 1 493 1 Lots 46-49, 52 5 5 1 1,100 0.002 0.001 2.50 0.004 0.003 8 1 2.84% 0.021 1 0.03 1.33 Candelas St 493 494 Lots 53-56, 18-22 1 9 627 137,940 0.213 0.138 2.50 0.533 0.346 10 1.94% 0.216 0.26 4.75 Villeta Ave 494 495 Lots 15-17 3 664 146,080 0.226 0.146 2.50 0.565 0.367 10 1.00% 0.264 0.32 3.80 Adobe Spring 495 496 - 664 146,080 0.226 0.146 2.50 0.565 0.367 10 1.00% 0.264 0.32 3.80 496 497 - 664 146,080 0.226 0.146 20 0.565 1 0.367 10 1.00% 0.264 0.32 3.80 497 498 664 146,080 0.226 0.146 2.50 0.565 1 0.367 10 1 9.94% 0.148 1 0.18 8.60 R-4 West 56 Offsite 608 Total 664 Notes: 1 Marion Rd / 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 71632.60 Exhibit A SEWER STUDY SUMMARY Quarry Creek / R-4A West CASE B Interim Condition R413 Only City of Carlsbad I EDU = 220 gals/day PF = 2.5 Proposed - Dry Weather Conditions Revised 5-10-2017 LINE FROM MN TO MN BASIN DU Pop/DU EDU Added EDU Cumm Population TOTAL G.P.O. AVERAGE FLOW PEAK FACTOR PEAK FLOW LINE DIA (INCHES DESIGN SLOPE (%) I dn dn/D VELOCITY (FPS) C.F.S. M.G.D. C.F.S. M.G.D. Marron Rd 480 481 1 Lots 28-35 8 8 1,760 0.003 0.002 2.50 0.007 0.004 8 1.34% 0.031 0.05 1.16 481 482 Lots 36-39 4 12 2,640 0.004 0.003 2.50 0.010 0.007 8 1.47% 0.037 0.06 1.36 Villeta Ave 482 483 483 485 Lots 40, 1-3 Lots 4-8 - 4 5 16 21 1 3,520 4,620 0.005 1 0.007 0.004 0.005 2.50 1 2.50 0.014 0.018 0.009 0.012 1 8 8 1.00% 1 1.00% 0.046 0.052 0.07 1 0.08 1.31 1.42 Estero Rd 485 484 Lots 41-45, 50-51 7 7 1,540 0.002 0.002 2.50 0.006 0.004 8 3.17% 0.024 0.04 1.52 Villeta Ave 485 494 Lots 9-14 6 34 7,480 0.012 0.007 2.50 0.029 0.019 8 1.00% 0.066 0.10 1.63 Marron Rd Marron Rd 24 23 1 23 Simsbury Ct Stub t Candelas 0 0 0 0 0 0 0.000 0.000 0.000 0.000 2.50 2.50 0.000 0.000 0.000 0.000 10 10 0.50% 0.50% 0.000 0.000 000 0.00 0.00 0.00 Candelas St Stub 491 0 0 0.000 0.000 2.50 0.000 0.000 10 0.50% 0.000 0.00 0.00 491 493 Lot 23-27 5 5 1,100 0.002 0.001 2.50 0.004 0.003 10 1.00% 0.025 0.03 0.89 Estero Rd 492 493 Lots 46-49,52 5 5 1 1,100 1 0.002 0.001 1 2.50 0.004 0.003 8 2.84% 0.021 0.03 1.33 Candelas St 493 494 Lots 53-56, 18-22 - 9 19 4,180 0.006 0.004 2.50 0.016 1 0.010 10 1.94% 0.040 005 1.68 Villeta Ave Adobe Spring 494 495 495 496 Lots 15-17 3 56 56 12,320 12,320 0.019 0.019 0.012 0.012 2.50 2.50 0.048 0.048 0.031 0.031 10 10 1.00% 1.00% 0.078 0.078 0.09 0.09 1.84 1.84 496 497 56 12,320 0.019 0.012 2.50 0.048 0.031 10 1.00% 0.078 0.09 1.84 497 498 56 12,320 0.019 0.012 2.50 0.048 0.031 10 9.94% 1 0.045 0.05 4.11 R-4 West 56 Offsite 608 Total 664 Notes: I Marron Rd /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 71632.60 IL' I EXHIBIT B PDC Sewer Report Excerpts ii I C Ii Ii ri PRELIMINARY SEWER REPORT QUARRY CREEK Lots 1-16 October 2012 CT 1104 Prepared For: Quarry Creek Investors, LLC 2750 Womble Road San Diego, CA 92106 PROJECT DESIGN CONSULTANTS, San Diego, CA 9,2161 . r/~41 Plarifflili§ I Lndscpe ArChteoture I Envronmerta1 1 EngineeringI survey 19' 235 5471 Tel w 9.23410349 PDC Job No. 2468.00 Greg M. Shields, RCE 42951 Prepared By: MW Registration Expires 03/31/14 Checked By: GMS I.' 11 i I 1 I. INTRODUCTION I I 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 I ,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 1 shows the — vicinity map for the project. II. PROJECT DESCRIPTION The proposed project includes mass grading pads and supporting public roadway infrastructure for the future development of 656 market rate residential units (Lots 1 thru S), parks (Lot 6, 8 thni 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 I I 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 7A) 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. I The existing commercial development to the east, within the City of Oceanside, currently sewers through a private sewer lift station in Marron Road (Dwg. R12045). It pumps I .wastevater back to College Blvd. and City of Oceanside sewer system. With I 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, I 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 I 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 I l Page 3 of? R:\WP\REPORT\2400\2468_SEWER_REPORT_OCT-I2,doc i "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 M11#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 11 Using the Unit Flow Generation Factors (Table 5-1, located in Appendix 1): Existing Simsbury EDU from the Simsbury Lift Station is 608 EDU's 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) Proposed EDIJ from. Lots 1. thn5.generate 656 EDU's (based on. the proposed number of units) 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) Potential for sewer services to Oceanside parcel east of Lot 1 subject 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 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 '/2 D/d. I it Page 4 of 7 R:\WP\REPORT\2400\2468_SEWER_REPORT_OCT-12.doc 11 I EXHIBIT C Marron Road Sewer Plans DWG 484-5 Sheet 33 Plan Change 4 0' Day Consultants U U I 1.1 I QUARRY CREEK T* ( SANITARY SEWER EXHIBIT LOT I N P AN 12 b6 LOT 2< - :——-1 I = '( \ / ) LOT 15 LOT 16 zt - / LO 106 00% ROAD 77 jAbobe Falls EX / Road / \SEWR MI ArREEbCW D 4EAST LO LO A our, 04 F wer Site / - LOT Connection from "ID Calavera Hills development PROJECT DEMON CONSULTANU ==7 LOT 14 L \0-7 V 167-040-55 -5 I - .- -\ 5-. - -5-.- i5 P VISIDN CONY/fACTOR To tFR1Fr /E EXACT LOcATION OFEX'S77NO WZL/Y7ESIV 2716 /75W PRiOR IV COT/SIR'JCTION.' All -1 ECTRONIC DATA flLEX ARE F0RRffERONCEH(( NO. 6o223\j CONS U O/ILYAIVD ARE NOT TO BE USED FOR U Wt. JW HORIZONTAL OR 7?flC4L SL'RfY CiW1R,OL. U * CI llss ' O9TiflOO F 760.-931-SSSO ©2017 O'Day Consultants. Inc. SEE SHEET No. 45 PLAN - 4'/ARRON ROAD D4/N LINE & SEWER (0 1= 40' DESIGNED BY: MC.. OR OATCI 8I. 2015 4 DRAWN BY: SCALE: 1 = 40' AN TS I PROJECT MON.: K.W.H. JOB NO.: 141066 0J -RARA ENGINEER OF WORK: WOO M BUM" r" BENCHMARK OESCWPIIOW CASe-Sea 2 4065 ARK !V/VACA' £460620 23 52/5' ISEN EXP.________ DATE LOCATION: JV lOP OP 029' 760658' AONVI/.06 04060 LSLLSCE 02, 51 15 BUT 0,' RaR7140 Se BY DECORO FROM: 806 12021 DATE ELEVATION: 317176 QATl.4: 8/5(61 1901 H 1.4 28 27 26 25 24 23 22 50T4 1/ 167 040-46 "S 4 1 20'• 80' SCALE: I' aW MAE 0A74 0 DELTA/BG RADIUS:LENGTH 1 30-147-1-2CJO15'f 12530' 2 1/772 50.'L-. W2.. 3 A 53127' 41000' 38541' 4 N 540576 -5 ---- 543314 .5R4111 LINE DAM.* DftT BEARING RADJUS LENGTH. -RnKS. I A = 337'9'59 1/17470 ,t&73 rea- 1350-4 2 3 712759E --- 10040' 3 .3 08 2557' 460.00 5;758' LL -77421'w - -- . WPM .-76235 LW4/8/,4AI 57 51/057700 -6011/14,170 5/5/485 SEER DATA DELT5A eEAnIN,f7ps N REMAKS_, ool 2'.6z' 1O'FEO ,. 0-9(0(2513 154073'S — --i I 57/AR LNVOI/57 346115407/276 10/576(47403 C9'A// (7)/2) EASEA17ITS 12 50' RISE Se'5(FAL (JIlL/fl' A ACCESS ESACELIENT P03 178(4L MAP wa 16038 () (6453 & 7666368015/5880' 81841 MAP NO 1508 ----=-, CRAIWO PlAN - 17M No 494-54 f FACE L & 96//f PEAR - SEE 3166E7 No. 13 /INC SNC PLAN - SRE 907 Na 95 SHE ETJ CITY OF CARL SBAD Tis I EV/ON05RINC 0EP54ThI 80PRO&TPiAI/(E01 QUARRY CREEK -' SJORA/ DRAIN & SE/$7? UA/i'RON ROAD jCI — — ______________ — —i iT 3 Iz1D7 7', - as /i, 58357 RIPLACES 51/397 .05 APSeS//3D 026-17-2015 5-- - - . =. 1 _L.. — ASSES (268010762583 A 6187 5441'S — — _L I .L APPR0-SD BY: JASON'S. CEIDER ENGINEER / RC 67612 056 All" rs- 1 j.,,,,.CITY ID pm/JO' DONE 5840063 60 -.--- -PROJECT N A C NT D •--: C 47 /47840 C. / 1-04 484'-5 DATE 801141, - REV1SION DESCRIPTION DATE 1141711, DATE 3 Wrir omm pFovs, COY APPROVAL I I Ii City/CMWD Design Standards Volume I Chapter 6 (Gravity Sewer) Excerpts ii I I 1 Ii I I I I 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 Sewer main depth and size shall be as shown below unless approved by the City Engineer. Minimum depth, finish grade to top of pipe 6 feet Maximum depth, finish grade to top of pipe 15 feet Design calculations shall be submitted to verify size and bedding design. (Manning "N" PVC = 0.011 is norm). Minimum site of mainline shall be 8". 6" main line may be allowed on cul-de-sac streets with a maximum of 10 units, All sewer laterals and main line invert elevations shall be shown in profile on the improvement plans and shall include stations, slope, and distance. All sewer mains over 15" in diameter shall require special design and City Engineer approval. 2. SEWER LATERAL DEPTH AND SIZE 4" minimum diameter for single-family residence. 6" minimum diameter for all other use. Desirable depth at property line Is 5 feet (top of pipe to finish grade @ top of curb). .3. PIPELINE MATERIAL TYPES Gravity sower pipe and fittings shall have PVC conforming to ASTM D3034 for diameters 4"- 15" and ASTM F 679 for 18"- 24", with interal-beIl gasketed joints (gasket and spigot end joint design). Pipe shall be made of PVC plastic having a cell classification of 12454-B or 12364-B as defined in ASTM D 1784 and shall have SDRof 35 and a minimum stiffness of 46 psi according to ASTM D 2412, 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 I.-Chapter 6 Rev, i30/08 Page 1 of 8 [1 I F I I ii I 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 n tested and meet watertight performance requirements of ASTM D 3212, 'Joints for I Pipe Using Flexible Elastomeric Seals." D. PVC C900 shall be used for gravity sewer pipelines with depths equal or greater I ; than 15 feet.. Engineering calculations shall be provided to verify that the pipe material will accommodate the design depth. I 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 I 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 Iapproved by the City Engineer and provide corrosion proof watertight seal. 4. .DESIGN PARAMETERS FOR GRAVITY SEWER MAIN SLOPE, FLOW AND DEMAND II A. 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. B. Pipeline slopes shall satisfy the minimum velocity requirement aforementioned. - Maximum velocities greater than 10 ft/second should be avoided. I Slopes for Specific Pipe Sizes 8 through 12-inch diameter: I 8" minimum 0.40% desirable 0.50% 2 10" minimum 0.28% desirable 0.40% 3 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 I . horizontal curvature will require increase slope to achieve minimum required velocities. C. Gravity pipelines with diameters of 12' and less shall be designed to flow at depths I 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. I D. Peak hour sewer flow rates do not include infiltration or inflow (I/I). 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 I 'a collection system Ill is dependent on number of factors including season, age of system, type of pipe material and joints, root intrusion, and presence f Storm water system, the Ill flow rates will vary from system to system. The design of sewer pipelines connecting to sewer systems known to have I/I, or are susceptible to i/I, I . 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 I I 'exceed 0,90D for peak hour wet weather flow. Volume I - Chapter 6 Rev, 6/30/08 Page 2 of 8 I I E. Fiowrate Generation I_ i) An Equivalent Dwelling Unit (EDU) = 220 gal/day, Average Daily Flaw (ADF) 2) For ADF less than 100,000 gal/day, a peaking factor (PF) of 2.5 multiplied times the ADF shall be used to determine Peak Daily Flows (PDF). PDF I iADF x2.5 a) Residential: Single Family Residence = I EDU 11 b) Commercial Property: I EDU/I ,800 ft2 (building space) I) To convert raw land to square feet of building space, assume I 30% coverage. This could vary significantly dependent development constraints. Ii) To convert improved pads to square feet of building space, Ii assume 40% of coverage, 3) Industrial Property: I EDUI5,000 ft2(warehouse space) I . . . . I EDU/1,800 ft2 (office space) a) To convert raw land to square feet of building space,. assume 30% coverage. This could vary significantly dependent issues such, as I l environmental restrictions, b) To convert improved pads to square feet of building space, assume 40% I of coverage. c) Assume 60% of building space Is warehouse, and 40% Is office space. I 5 HORIZONTAL AND VERTICAL LAYOUT -. A. Streets: See City of Carlsbad Standard Drawing No, GS-6 for location. II B, Alley: Main to centerline shall be a minimum of three feet (3") offset. C. Private Street: Shall require special design and conditions. Easement shall be 20 feet minlmum Horizontal Curve: SDR 35, PVC. pipe may be curved horizontally through longitudinal bending with the following limitation: ." pZ'i 6-inch WMIiiiiru i 150 feet 8-inch 200 feet 10-inch 250 feet 12-Inch 300 feet 15-Inch 375 feet City Engineer shall approve curvatures for larger diameter pipe, Volume 1 - Chapter 6 Rev., 6130/08 Page 3 of 8 11 II Ii 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: 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 (6) 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. 8). Manholes shall be PVC lined per Std. Dwg. S-IA when: depth is 1.5-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 siphons; drop manholes; on sewer lines 15-inch and greater; when required by the 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 3/4 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 system clean. Additionally, roadwork above live sewer manholes shall require plywood type sheeting be placed inside the 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 8-9, Volume I Chapter 6 Rev, 6/30/08 Page 4 of 8 Ii Ii 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. 1. Laterals: Laterals shall be constructed per Std. Dwg. No, 8-7. Minimum horizontal distance from water service, fire hydrants, light standards, electrical transformers, etc., is 5 feet. Desirable horizontal distance is 10 feet. Install at right angle or radial to the main. Laterals shall not be located in driveways. No connections shall be permitted on laterals other than provided in Standard Drawing No. S-7, Location of property cleanout: See Standard Drawing No. 8-7., 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 shalt be responsible for the Installation and maintenance of the sewer Backwater Và1ve The Backwater Valve shall be shown on the precise grading and improvement plans. The Contractor shall install sewer laterals using wye fittings sized and located as shown on the Approved Plans. Laterals shall be bedded, backfillod 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 I .50 percent; and C. Not over 16 feet center to center on grades 50 percent and over. I 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. I: All easements shall be easily accessible to City maintenance equipment with all weather roadways. Ii Volume I - Chapter 6 Rev, 6/30/08 I Page 5of8