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Home My WebLink AboutCT 00-06; BRESSI RANCH MASTER; SANITARY SEWER RPT BRESSI RANCH; 2002-05-01SANITARY SEWER REPORT BRESSI RANCH TM CT 00-06 CARLSBAD, CA MAY 2002 Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 RECEIVED DEPARTMENT Prepared By: PROJECTDESIGN CONSULTANTS PLANNING • ENVIRONMINTAI • ENCiNewNc • .SURVEY/GPS 701 B Street, Suite 800, San Diego, CA 92101 619-235-M71 FAX 619-234-0349 Job No. 1325.50 Gregdi^. Shields RCE 42951 Registration Expires 07/15/03 PreparedBy: KLM Checked By: BDS TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 DESCRIPTION OF STUDY AREA 1 3.0 PROPOSED SANITARY SEWER IMPROVEMENTS 1 4.0 ESTIMATED SEWAGE FLOW 3-4 5.0 DESIGN CRITERIA 5 6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS 5-7 7.0 CONCLUSION 8 FIGURES 1 Location Map ^ TABLES 1 Total Equivalent Dwelling Units per Planning Area 4 2 Industrial Build-Out Projects 4 3 Sewer System Calculations - System A 6 4 Sewer System Calculations - System B 7 APPENDICES A Handbook of Hydraulic Tables B LFMP Non-Residential Build-Out Projections C Unit Flow Generation Factors ATTACHMENTS Exhibit A - Sewer System REPORT/13255SSR-2.DOC 1.0 INTRODUCTION This sanitary sewer report has been prepared to document the preliminary design and supporting calculations for the sewer system associated with the proposed development of Bressi Ranch Tentative Map CT 00-06 within the City of Carlsbad, and in accordance with City of Carlsbad standards. 2.0 DESCRIPTION OF STUDY AREA The property, with a total acreage of approximately 585.1 acres, is located southeast of the intersection of El Camino Real and Palomar Airport Road in the City of Carlsbad, Califomia. Please refer to the location map on Page 2. The site consists of an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by undeveloped property, and by the Rancho Carrillo development to the east. 3.0 PROPOSED SANITARY SEWER IMPROVEMENTS The site is divided into two separate sewer collector systems: System A and System B (see attached Exhibit A). System A begins at Poinsettia Lane and extends northerly in El Fuerte Street. It branches off to Street 'B' and extends easterly on Street 'C. System B begins at Alicante Road extending northerly to Street 'D'. This system branches off to Street 'A' and Street 'D' extending both east and west. Depending on constmction timing and feasibility, a potential future gravity sewer will serve Planning Area 1. The potential sewer facilities will flow south on Street 'G' to La Costa Greens, south of Bressi Ranch adjacent to El Camino Real. REPORT/13255SSR-2.DOC MELROSE DRIVE POINSETTIA LANE Figure 1. Location Map JMjmSSRDOC 4.0 ESTIMATED SEWAGE FLOW The Tentative Map proposes to develop 623 dwelling units and 2,160,000 square feet of industrial space, and 268,000 square feet of commercial/mixed use space (see Appendix B for Non-Residential Build-Out Projections), which will be serviced by proposed sewer mains in Poinsettia Lane, Alicante Road, and Street 'G'. For this study, it was conservatively calculated to convert square feet of building to Equivalent Dwelling Units EDUs), and assume 1,800 square feet per EDU (see Appendix C, Table 5-1 Unit Flow Generated). See Tables 1 and 2 for the total EDUs per planning area. REPORT/13255SSR-2.DOC TABLE 1: TOTAL EQUIVALENT DWELLING UNITS PER PLANNING AREA PLANNING GENERAL PLAN NET AREA MAX. BLDG. S.F. RESIDENTIAL EQUIVALENT TOTAL AREA DESIGNATION ACRES IDENTIFIED IN D.U. EDU'S EDU'S BRESSI RANCH MASTER PLAN* 1 PI 2.5 36,970 -20 20 2 PI 23.8 351,950 -196 196 3 PI 47.0 695,027 -386 386 4 PI 44.0 650,664 -361 361 5 PI 27.7 409,623 228 228 6 RM 11.5 -63 63 7 RMH 18.3 -94 94 8 RMH 18.6 -96 96 9 RLM 24.1 66 66 10 RLM 26.9 • 86 66 11 RLM 23.2 -25 25 12 RLH 21.4 -93 93 13 CF/P 13.6 138,000 -77 77 14 PI 1.1 16,267 -9 9 15 PH/L/CF 26.7 130,000 100 72 172 TOTAL 623 1,349 1,972 * Master Plan Identified a total of 2,160,500 building square footage for Planning Areas 1-5 & 14, The foilowing table summarizes the building areas per Planning Area: TABLE 2: INDUSTRIAL BUILD OUT PROJECTIONS Planning Net Area (Acres) Percent Total Building Sq. Ft. Area Area 1 2.5 1.7% 36,970 2 23.8 16.3% 351,950 3 47 32.2% 695,027 4 44 30.1% 650,664 5 27.7 19.0% 409,623 14 1.1 0.8% 16,267 Total 146,1 100.00% 2,160,500 5.0 DESIGN CRITERIA The criteria used in the design of the sewer system are established within the City of Carlsbad design requirements. Standard Sewer Svstem Design Criteria. May 1993. The following is a brief summary from the above-mentioned standards: Where D = Flow Depth, and d = pipe diameter: 8-inch diameter pipe: 1. Maximum Depth at Peak Row = Vi pipe diameter (0.33 feet); or D/d < 0.50 2. Minimum Pipe Slope = 0.40%; desirable = 0.50% 3. Minimum Sewage Flow Velocity = 2 feet/second 4. Peaking Factor = 2.5 5. Residential Sewage Generated = 220 gallons/EDU/day 6. Pipe Roughness Coefficient 'n' = 0.011 for PVC pipe 7. Maximum sewer depth shall be 16 feet. Depths greater than 16 feet require approval from the City Engineer. 10-inch diameter pipe: 1. Maximum Depth at Peak Flow = Vi pipe diameter (0.42 feet); or D/d < 0.50 2. Minimum Pipe Slope = 0.28%; desirable = 0.40% 3. Minimum Sewage Flow Velocity = 2 feet/second 4. Ratio Peak to Average Flow = 2.5 5. Residential Demand = 220 gallons/EDU/day 6. Roughness Coefficient 'n' = 0.011 for PVC pipe 7. Maximum sewer depth shall be 16 feet. Depths greater than 16 feet require approval from the City Engineer. 6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS The estimated flow in each reach of 16 sewer pipelines proposed for Bressi Ranch are shown in Tables 3 and 4 for sewer Systems A and B, respectively. The flows generated in each pipeline reach are compared to the design criteria described in Section 5.0. REPORT/13255SSR-2.DOC Table 3 - Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM A 14A-12A 118 25,960 2.50 64,900 0.100 0.030 0.011 8 0.0188 0.1376 0.0651 0.029 3.47 13A-12A 137 30,140 2.50 75,350 0.117 0.020 0.011 8 0.0268 0.1631 0.0834 0.037 3.14 12A-llA 262 57,640 2.50 144,100 0.223 0.050 0.011 8 0.0324 0.1791 0.0954 0.042 5.26 llA-lOA 285 62,700 2.50 156,750 0.242 0.060 0.011 8 0.0321 0.1785 0.0949 0.042 5.75 lOA-•9A 405 89,100 2.50 222,750 0.345 0.060 0.011 8 0.0457 0.2120 0.1215 0.054 6.38 9A-3A 457 100,540 2.50 251,350 0.389 0.060 0.011 8 0.0515 0.2252 0.1325 0.059 6.60 8A-6A 61 13,420 2.50 33,550 0.052 0.030 0.011 8 0.0097 0.1003 0.0411 0.018 2.84 7A-6A 228 50,160 2.50 125,400 0.194 0.020 0.011 8 0.0445 0.2094 0.1194 0.053 3.65 6A-5A 298 65,560 2.50 163,900 0.253 0.060 0.011 8 0.0336 0.1823 0.0979 0.044 5.82 5A-4A 337 74,140 2.50 185,350 0.287 0.030 0.011 8 0.0538 0.2301 0.1366 0.061 4.72 4A-3A 375 82,500 2.50 206,250 0.319 0.030 0.011 8 0.0598 0.2427 0.1472 0.065 4.88 3A-2A 832 183,040 2.50 457,600 0.708 0.020 0.011 8 0.1625 0.4089 0.3021 0.134 5.27 2A-lA 895 196,900 2.50 492,250 0.761 0.050 0.011 10 0.0609 0.2450 0.1492 0.104 7.35 REP\13255SSR.DOC Table 4 - Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM B ••,i't^.- 10B-9B 100 22,000 2.5 55,000 0.085 0.030 0.011 8 0.0159 0.0451 0.0515 0.0229 3.72 9B-8B 200 44,000 2.5 110,000 0.170 0.020 0.011 8 0.0391 0.1960 0.1086 0.0483 3.52 11B-8B 200 44,000 2.5 110,000 0.170 0.020 0.011 8 0.0391 0.1960 0.1086 0.0483 3.52 8B-7B 400 88,000 2.5 220,000 0.340 0.020 0.011 8 0.0781 0.2779 0.1781 0.0792 4.30 7B-5B 590 129,800 2.5 324,500 0.502 0.032 0.011 8 0.0911 0.3007 0.1988 0.0884 5.68 6B-5B 96 21,120 2.5 52,800 0.082 0.007 0.011 8 0.0307 0.1745 0.0919 0.0409 2.00 5B4B 753 165,660 2.5 414,150 0.641 0.020 0.011 8 0.1471 0.3873 0.2810 0.1249 5.13 12B4B 100 22,000 2.5 55,000 0.085 0.007 0.011 8 0.0321 0.1784 0.0949 0.0422 2.02 4B-3B 902 198,440 2.5 496,100 0.767 0.005 0.011 8 0.3524 0.6530 0.5430 0.2413 3.18 3B-2B 902 198,440 2.5 496,100 0.767 0.005 0.011 8 0.3524 0.6530 0.5430 0.2413 3.18 14B-13B 34 7,480 2.5 18,70(J 0.029 0.030 0.011 8 0.0054 0.0759 0.0272 0.0121 2.39 13B-2B 89 19,580 2.5 48,950 0.076 0.060 0.011 8 0.0100 0.1017 0.0420 0.0186 4.06 2B-1B 1077 236,940 2.5 592,350 0.916 0.070 0.011 8 0.1125 0.3356 0.2313 0.1028 8.91 REP\13255SSR.DOC 7.0 CONCLUSION It was determined that an 8-inch and 10-inch PVC pipe was suitable to carry the service flow without exceeding the criteria of depth of peak flow < V2 pipe diameter or D/d < 0.5. The pipes' minimum velocity requirement of 2 fps was maintained, as well as the minimum slope of 0.40%. Sewer depth ranges from 8 feet to 16 feet maximum. Depths greater than 16 feet require approval from the City Engineer. REPORT/13255SSR-2.DOC APPENDIX A HANDBOOK OF HYDRAULIC TABLES REPORT/13255SSR-2.DOC .STEADY UNirOnM FLOW IN OPEN CMAK.NKUS 7-^.1.', T.bic 7-4. For DeUrmining Ihc Arc* a of ihc Cross Section of • CtrcuUr Conduil FloMrinK P»rl Full I I »»*«r _ £,oa C. - lh* ubuUud »«loe. Thtei a - Crf'. o .00 .01 M .0 .0000 .0013 .0017 .1 .MOt .0470 .0U4 .7 .HIS .IIN .1211 J .INI .2074 .21ST .4 .2914 J032 JIM .t J«I .401 .411 .« .4*2 Mt .(It .» .UT AM .•0< J .•74 .Ml .M9 .» .T4S .TM .TM .01 .00«« MOO .I3U JIM J3M .423 Ml Mi .MT .TCI .0101 JMM .M40 J31S J12S .411 Jll .•21 .T04 .TM .01 .0147 .OTK .IUl J4M J4M .441 .140 .U2 .TI2 .771 .01*1 .Mil .ItZl .IMt JUT .411 .SM .•40 .Tl« .771 .07 Jt>U7 .OSSl JT4I .2642 JC2T .462 .UO .•49 .T2> .779 .0294 .OOtl .ISM .3-39 J727 .«72 .IN .U7 .712 .792 M .0110 .1019 .1890 JUS JS27 .«S2 .S7S .•M .TIS .7»4 Table 7-U. V»loes of K' for CircuUr Channels in ihe Formula Q - — <<1>jH n D - deplb al ir»Ut i - dUnwtcc •! cbtaocl 0 ri .W .01 .02 .01 .04 .01 .09 .07 .OS .09 0 .00007 .OMII .om74 .WIU .M222 .M13S .W4U .00CO4 .0077S .1 .009«7 -•lis .0142 JII6T .OIU .OIM .02ST .9291 .0127 .MM .2 .04M .0441 .0492 .OUT .OMS .M14 .MM .07 IS .0791 .0049 .1 .0907 .MM .I93T .IH9 .nu .I2IS .ias4 .1112 .1420 .I4M .4. .IMI .IUl .ITM .ITT9 .ISM .1929 .2001 .2092 .21M .2219 .1 .212 .119* .24T .lU .2U .STI .279 .2S7 .291 .301 .( .111 JI9 .12T JU .141 .IM .IM J6« .171 .3H .7 .!•• .191 .402 .4M .4IS .422 .429 .411 .441 447 .t .411 .tit .4U .4H .4T1 .4TT .491 .4S} .4H 491 « .«»« .<«• .497 .«»• .499 .499 .499 .«»« .499 .«•} 1.0 .4(1 APPENDIX B LFMP NON-RESIDENTIAL BUILD-OUT PROJECTIONS REPORT/13255SSR-2.DOC EXHIBIT 12 ZONE 17 - LFMP NON RESIDENTIAL BUILD OUT PROJECTIONS CCNtRAL PLAN LANDUSE DEJSICNATIOM BRESSI RANCH MASTER PLA.N PLANNING ABCA NET DCVELOTABLE ACRES NON-RESIDCNTUL LANDUSE INTENSITY ESTIMATE MAXIMUM SQ.Fr. ALLOWED BY LAND USE INTENSITY MAXIMUM SQ.FT. IDENTIFIED IN BRCSSI RANCH MASTER PLAKCUP) BUILDOUT PROJECTIONS (2) EXISTING SQ.FT. APPROVED SQ.rr. ESTIMATED FLTURE SQ.rr. CF/P PA 13 11.6 177,725 131.000 138.000 0.0 0.0 138,000 CJ/F TOTAL 13.6 177,72* iM,oin OLO 0.S I3«,0M Pl-I - PW PAI PA $ AM M I4«.t l,9Ci?,a5 2,160,^ 2,160,500 0.0 0.0 2,160.500 I'l TOTAL 2,160,500 a.o 2,160,500 I'l TOTAL CF (RHrtJCF) PA »(>len- Reudmtial) 21 4 30% 279,655 130,000 130,000 0.0 0.0 130,000 MIXMUM Total (4) 21.4 279,6SS IMyOU 0.0 0.» 130,060 1 -memmm 1M.1 1 liOSOM 0,0 ao 2,«2«s«»| (0 This column f«|>reMnts those non-reitdemisl square fooU(u jdentided in the B(csil Raoeh Masnr Plan. Extd square rooti«es \«ere not identifled for all piumins trus within ill* Mister Plan. Where ihis occun. the maximum iqnatc foetiBc allowed was cilculatad based on Orowth Manuemeni procediues. (2) The Build Oul Pro/ectiont ii Iht ntixlimiin square fooufc aUoofed wilhin Zone IT baaed on the Breui Ranch Muier Plan or Growth Mwaiement. 0) Total ol'2.160,500 squara I'eei, whidt equam to 15,000 ADT bastd on an usmnption of 40% Lighl JndusDial. 40% Research uid Developrnent and 20% ORice. This breikdown or uses was used fur trslTic /nodeling purposes. The petuentasci of the vuious lues may vity tt the time ofdevelopmeni at iong la the traffic geneiattd by the uses in Planning Areas 1,2. 3. 4 ind 3 does not exceed 15.000 ADT (4) Represenu the portion ufthr KH/VCf zone ivailable tor non-residential development A minimum oti.} acres within the same pluming uea would be needed for tiic development of IOO high density residcntis] uniu. May 10. 2002 DRAFT-Zone 17 LFMP APPENDIX C UNIT FLOW GENERATION FACTORS REP0RT/13255SSR-2.D0C Table 5-1 General To convert Equivalent Dwelling Units to flow assume 220 gallons per day average flow. Commercial Property To convert raw land to square feet ofbuilding space assume 30 percent coverage. To convert improved pads to square feet of building space assume 40 percent coverage. To convert square feet ofa building to Equivalent Dwelling Units assume 1,800 square feet per EDU. Industrial Property To convert raw land to square feet ofbuilding space assume 30 percent coverage. To convert improved pads to square feet of building space assume 40 percent coverage. To convert square feet ofbuilding to Equivalent Dwelling Units assume 60 percent of space is warehouse and 40 percent is office. For warehouse space 5,000 square feet equals one EDU and for office 1,800 square feet equals one EDU. 46