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HomeMy WebLinkAboutCT 02-14; BRESSI RANCH RESIDANTIAL; MASTER IN-TRACT SANITARY SEWER REPORT;[ASTER IN-TRACT SANITABX.SE5^^ BRESSI RANCH PLANNING AREAg@10 AND 12 TM CT 02-14 CARLSBAD, CA SEPTEMBER 2003 RECEIVED NOV 1 > Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Sfeet, Suite 320 Carlsbad, CA 92008 ENGINEERlNb DEPARTMENT Prepared By: PROJECTDESIGN CONSULTANTS PIANNING • ENWEONMIOTAI • EvcrNtEHiNG • SURVEV/GPS 701 B street, Suile 800, San Diego, CA 92101 619-235-6471 FAX 619-234-0349 Job No. 2407.00 GregofyJ^^ Shields RCE 42951 Registration Expires 03/31/04 Prepared By: MW Checked By: GMS TABLE OF CONTENTS Paee 1.0 INTRODUCTION 1 2.0 DESCRIPTION OF STUDY AREA 1 3.0 PROPOSED SANITARY SEWER IMPROVEMENTS 1 4.0 ESTIMATED SEWAGE FLOW 1 5.0 DESIGN CRITERIA 3-4 6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS 4 7.0 CONCLUSION 9 FIGURES 1 Location Map 2 TABLES 1 Total Equivalent Dwelling Units per Planning Area 2 Sewer System Calculations - System A 3 Sewer System Calculations - System B APPENDICES A Handbook of Hydraulic Tables ATTACHMENTS Exhibit A - Sewer System R:\WP«EPOR'n2400\2407SSR.DOC 1.0 INTRODUCTION This sanitary sewer report has been prepared to document the design and supporting calculations for the sewer system associated with the proposed improvements of Master In-Tract of Bressi Ranch Tentative Map CT 02-14 within the City of Carlsbad, and in accordance with City of Carlsbad standards. This sewer report covers Planning Areas 6 through 10 and 12 within the master-planned community of Bressi Ranch (see Tentative Map CT 00-06). 2.0 DESCRIPTION OF STUDY AREA The master planned conununity of Bressi Ranch, with a total acreage of approximately 585.1 acres, is located southeast ofthe intersection of El Camino Real and Palomar Auport Road in the City of Carlsbad, Califomia. Please refer to the location map on Page 2. Bressi Ranch 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. For purposes of this report, only Planning Areas 6 through 10 and 12 will be analyzed. These planning areas reflect the residential portion of Bressi Ranch. 3.0 PROPOSED SANITARY SEWER IMPROVEMENTS Bressi Ranch is serviced by two separate sewer collector systems: System A and System B (see attached Exhibit A), which have been analyzed and approved under Tentative Map CT 00-06 dated June 2002. Planning Areas 6 and 10, and a portion of Planning Area 7 will sewer into System A. Planning Areas 7 through 9 and 12 will sewer into System B. This report wiU address the sewer flows for each individual planning area. 4.0 ESTIMATED SEWAGE FLOW Planning Areas 6 through 10 and 12 propose to develop 498 dwelling units, which will be serviced by proposed sewer mains in Poinsettia Lane, El Fuerte Street, and Alicante Road. R:\WP\REPORTa400\2407SSR.DOC smEEr PHASE! Figure 1. Location Map R,'WP/Rf.pORTC267SSR DOC 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: 6-inch diameter pipe: 1. Maximum Depth at Peak Flow = '/2 pipe diameter (0.25 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. 8-inch diameter pipe: 1. Maximum Depth at Peak Flow = V2 pipe diameter (0.33 feet); or D/d < 0.50 2. Minimum Pipe Slope = 0.40%; desnable = 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 requke approval from the City Engineer. R:\WP«EPOR'n2400\2407SSR,DOC 10-inch diameter pipe: 1. Maximum Depth at Peak Flow = Vz 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 requu-e approval from the City Engineer. 6.0 DESIGN FLOW AND HYDRAULIC CALCULATIONS The estimated flow in each planning area sewer pipeline proposed for Bressi Ranch are shown in Table 1 for sewer Systems A and B. The flows generated in each pipeline reach are compared to the design criteria described in Section 5.0. R:\WPyiEPORT\2400\2407SSR.DOC Table 1. Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM A AND SYSTEM B R:\WP\REPORT\2400\2407SSR.DOC PA-6 (SYSTEM A) File: 2267.00 Page 1 of 3 mh du dennand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 6-5 - 6-4 8 1760 2.5 4400 0.007 0.057 0.011 0.67 0.000914 0.0325 0.0078 0.004 1.94525 6-4 - 6-3 18 3960 2.5 9900 0.015 0.0461 0.011 0.67 0.002287 0.0506 0.015 0.007 2.27595 6-3 - 6-2 20 4400 2.5 11000 0.017 0.02 0.011 0.67 0.003858 0.0646 0.0215 0.01 1.7643 6-2 - 6-1 23 5060 2.5 12650 0.02 0.02 0.011 0.67 0.004437 0.0691 0.0238 0.011 1.83287 6-7 - 6-6 10 2200 2.5 5500 0.009 0.0521 0.011 0.67 0.001195 0.0371 0.0095 0.004 1.99644 6-6 - 6-1 20 4400 2.5 11000 0.017 0.0609 0.011 0.67 0.002211 0.0499 0.0147 0.007 2.58044 6-1 -2B 46 10120 2.5 25300 0.039 0.02 0.011 0.67 0.008875 0.0959 0.0385 0.017 2.26609 6-8 - 6-9 6 1320 2.5 3300 0.005 0.011 0.011 0.5 0.00341 0.061 0.0197 0.005 1.03723 6-9-13B 8 1760 2.5 4400 0.007 0.0319 0.011 0.67 0.001222 0.0375 0.0096 0.004 1.58052 PA-10 (SYSTEM A) mh du demand peak factor Q-gpd Q-cfs 3 n D K D/d Ca A=Cad V 10-5-10-4 4 880 2.5 2200 0.003 0.037 0.011 0.5 0.001239 0.0277 0.0062 0.002 2.19714 10-4-10-3 12 2640 2.5 6600 0.01 0.067 0.011 0.67 0.001265 0.0378 0.0097 0.004 2.34634 10-21 -10-20 3 660 2.5 1650 0.003 0.078 0.011 0.5 0.00064 0.0277 0.0062 0.002 1.64786 10-22-10-20 4 880 2.5 2200 0.003 0.07 0.011 0.5 0.000901 0.0325 0.0078 0.002 1.74645 10-20-10-18 10 2200 2.5 5500 0.009 0.02 0.011 0.5 0.004215 0.0674 0.0229 0.006 1.48715 10-19-10-18 8 1760 2.5 4400 0.007 0.083 0.011 0.67 0.000758 0.0303 0.007 0.003 2.16757 10-18-10-3 22 4840 2.5 12100 0.019 0.049 0.011 0.67 0.002712 0.0546 0.0168 0.008 2.48367 10-3-10-2 37 8140 2.5 20350 0.032 0.039 0.011 0.67 0.005112 0.0662 0.0262 0.012 2.67843 10-15-10-14 3 660 2.5 1650 0.003 0.05 0.011 0.5 0.0008 0.0309 0.0072 0.002 1.41899 10-17-10-16 5 1100 2.5 2750 0.004 0.058 0.011 0.5 0.001237 0.0378 0.0097 0.002 1.75545 10-16-10-14 6 1320 2.5 3300 0.005 0.054 0.011 0.5 0.001539 0.0419 0.0113 0.003 1.80827 10-14-10-13 12 2640 2.5 6600 0.01 0.027 0.011 0.67 0.001993 0.0473 0.0136 0.006 1.67349 10-13-10-8 17 3740 2.5 9350 0.014 0.025 0.011 0.67 0.002933 0.0567 0.0177 0.008 1.82161 10-12-10-11 4 880 2.5 2200 0.003 0.03 0.011 0.5 0.001376 0.04 0.0105 0.003 1.29736 10-11 -10-10 9 1980 2.5 4950 0.008 0.033 0.011 0.5 0.002953 0.0569 0.0178 0.004 1.72192 10-10-10-9 9 1980 2.5 4950 0.008 0.04 0.011 0.5 0.002682 0.0537 0.0153 0.004 2.00328 10-9-10-8 9 1980 2.5 4950 0.008 0.04 0.011 0.5 0.002682 0.0537 0.0153 0.004 2.00328 10-8-10-7 30 6600 2.5 16500 0.026 0.049 0.011 0.67 0.003698 0.0533 0.0208 0.009 2.73551 10-7-10-6 39 8580 2.5 21450 0.033 0.057 0.011 0.67 0.004457 0.0643 0.0213 0.01 3.47269 10-6-10-2 40 8800 2.5 22000 0.034 0.018 0.011 0.67 0.008134 0.092 0.0362 0.016 2.09571 10-2-10-1 77 16940 2.5 42350 0.066 0.013 0.011 0.67 0.018426 0.1362 0.0642 0.029 2.27476 10-1 -10-0 77 16940 2.5 42350 0.066 0.346 0.011 0.67 0.003572 0.0623 0.0203 0.009 7.19408 TABLE/2267swr-report.XLS File: 2267.00 Page 2 of 3 PA-7 (SYSTEM A) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 7-3 - 7-2 4 880 2.5 2200 0.003 0.043 0.011 0.5 0.00115 0.0364 0.0092 0.002 1.48068 7-2 • 7-1 19 4180 2.5 10450 0.016 0.035 0.011 0.67 0.002771 0.0552 0.017 0.008 2.11975 7-1 -14B 24 5280 2.5 13200 0.02 0.027 0.011 0.67 0.003985 0.004 0.022 0.01 2.06904 PA - 7 (SYSTEM B mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ga A=Cad V 7-10-7-9 5 1100 2.5 2750 0.004 0.035 0.011 0.5 0.001593 0.0425 0.0116 0.003 1.46792 7-9 - 7-4 7 1540 2.5 3850 0.006 0.01 0.011 0.5 0.004172 0.067 0.0227 0.006 1.05018 7-8 - 7-7 4 880 2.5 2200 0.003 0.055 0.011 0.5 0.001017 0.0343 0.0085 0.002 1.60262 7-7 - 7-6 10 2200 2.5 5500 0.009 0.024 0.011 0.5 0.003847 0.0645 0.0214 0.005 1.59139 7-6 - 7-5 14 3080 2.5 7700 0.012 0.028 0.011 0.67 0.002283 0.0506 0.015 0.007 1.77018 7-5 - 7-4 19 4180 2.5 10450 0.016 0.065 0.011 0.67 0.002033 0.0478 0.0138 0.006 2.61129 7-4-12A 32 7040 2.5 17600 0.027 0.011 0.011 0.67 0.008324 0.093 0.0368 0.017 1.64924 PA-8 (SYSTEMS) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 9-19-9-18 4 880 2.5 2200 0.003 0.043 0.011 0.5 0.00115 0.0373 0.009 0.002 1.51359 9-21 - 9-20 8 1760 2.5 4400 0.007 0.012 0.011 0.5 0.004353 0.0684 0.023 0.006 1.18455 9-20-9-18 11 2420 2.5 6050 0.009 0.02 0.011 0.67 0.002122 0.0488 0.014 0.006 1.4902 9-18-9-17 18 3960 2.5 9900 0.015 0.052 0.011 0.67 0.002154 0.0492 0.0144 0.006 2.37078 9-17-9-16 23 5060 2.5 12650 0.02 0.046 0.011 0.67 0.002926 0.0567 0.0177 0.008 2.46454 9-16-8-5 27 5940 2.5 14850 0.023 0.035 0.011 0.67 0.003938 0.0652 0.0218 0.01 2.34903 8-5-IIA 31 6820 2.5 17050 0.026 0.045 0.011 0.67 0.003987 0.0656 0.022 0.01 2.67251 8-10-8-9 4 880 2.5 2200 0.003 0.038 0.011 0.5 0.001223 0.0371 0.009 0.002 1.51359 8-9 - 8-8 8 1760 2.5 4400 0.007 0.048 0.011 0.5 0.002176 0.0495 0.0145 0.004 1.87894 8-8 - 8-7 11 2420 2.5 6050 0.009 0.0582 0.011 0.67 0.001244 0.0379 0.0097 0.004 2.15081 8-7- IOA 11 2420 2.5 6050 0.009 0.01 0.011 0.67 0.003001 0.0574 0.0147 0.007 1.41924 8-2 - 8-1 8 1760 2.5 4400 0.007 0.06 0.011 0.67 0.000891 0.0324 0.0075 0.003 2.02306 8-1 - 9-3 15 3300 2.5 8250 0.013 0.077 0.011 0.67 0.001475 0.0411 0.011 0.005 2.5863 8-4 - 8-3 5 1100 2.5 2750 0.004 0.076 0.011 0.67 0.000495 0.0243 0.0051 0.002 1.85943 8-3-9-14 9 1980 2.5 4950 0.008 0.034 0.011 0.67 0.001332 0.0393 0.0102 0.005 1.67349 9-14-9-4 9 1980 2.5 4950 0.008 0.117 0.011 0.67 0.000718 0.0295 0.0067 0.003 2.5477 TABLE/2267swr-report.XLS File: 2267.00 Page 3 of 3 PA - 9 (SYSTEM B) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 9-13-9-12 5 1100 2.5 2750 0.004 0.029 0.011 0.67 0.000801 0.031 0.0072 0.003 1.3171 9-12-9-11 16 3520 2.5 8800 0.014 0.01 0.011 0.67 0.004365 0.0685 0.0235 0.011 1.29132 9-11 -9-10 18 3960 2.5 9900 0.015 0.01 0.011 0.67 0.004911 0.0724 0.0251 0.011 1.36013 9-10-9-9 23 5060 2.5 12650 0.02 0.01 0.011 0.67 0.006275 0.0814 0.0302 0.014 1.44445 9-9 - 9-8 24 5280 2.5 13200 0.02 0.01 0.011 0.67 0.006548 0.083 0.0311 0.014 1.46363 9-8 - 9-7 24 5280 2.5 13200 0.02 0.3 0.011 0.67 0.001196 0.0371 0.0095 0.004 4.79146 9-15-9-7 6 1320 2.5 3300 0.005 0.076 0.011 0.67 0.000594 0.0266 0.0056 0.003 2.03209 9-7 - 9-6 34 7480 2.5 18700 0.029 0.044 0.011 0.67 0.004422 0.069 0.0237 0.011 2.72089 9-6 - 9-5 37 8140 2.5 20350 0.032 0.02 0.011 0.67 0.007138 0.0864 0.033 0.015 2.12651 9-5 - 9-4 37 8140 2.5 20350 0.055 0.21 0.011 0.67 0.003846 0.0645 0.0214 0.01 5.72531 9-4 - 9-3 46 10120 2.5 25300 0.055 0.015 0.011 0.67 0.014391 0.1208 0.0539 0.024 2.27313 9-3 - 9-2 70 15400 2.5 38500 0.055 0.0521 0.011 0.67 0.007722 0.0898 0.0349 0.016 3.51065 9-2 - 9-1 80 17600 2.5 44000 0.055 0.08 0.011 0.67 0.006231 0.0811 0.03 0.013 4.08406 9-1 - 9A 83 18260 2.5 45650 0.071 0.042 0.011 0.67 0.01105 0.1065 0.0449 0.02 3.506 PA-12 (SYSTEMS) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 12-4-12-3 11 2420 2.5 6050 0.009 0.04 0.011 0.67 0.001501 0.0414 0.0111 0.005 1.87953 12-3-12-2 16 3520 2.5 8800 0.014 0.044 0.011 0.67 0.002081 0.0483 0.014 0.006 2.16757 12-2-12-1 20 4400 2.5 11000 0.017 0.053 0.011 0.67 0.00237 0.0514 0.0153 0.007 2.47924 12-6-12-5 3 660 2.5 1650 0.003 0.03 0.011 0.67 0.000473 0.0238 0.0049 0.002 1.1612 12-5-12-1 9 1980 2.5 4950 0.008 0.0518 0.011 0.67 0.001079 0.0353 0.0088 0.004 1.93973 12-1 -3A 29 6380 2.5 15950 0.025 0.03 0.011 0.67 0.004568 0.077 0.0243 0.011 2.26346 12-18-12-17 4 880 2.5 2200 0.003 0.05 0.011 0.67 0.000488 0.0241 0.005 0.002 1.5173 12-17-12-16 11 2420 2.5 6050 0.009 0.05 0.011 0.67 0.001342 0.0394 0.0103 0.005 2.02552 12-16-12-15 17 3740 2.5 9350 0.014 0.021 0.011 0.67 0.003201 0.06 0.0192 0.009 1.6793 12-15-12-14 29 6380 2.5 15950 0.025 0.0265 0.011 0.67 0.00486 0.0715 0.025 0.011 2.20008 12-14-12-13 31 6820 2.5 17050 0.026 0.065 0.011 0.67 0.003317 0.0603 0.0193 0.009 3.04639 12-13-12-12 36 7920 2.5 19800 0.031 0.048 0.011 0.67 0.004483 0.0696 0.024 0.011 2.84493 12-20-12-19 7 1540 2.5 3850 0.006 0.076 0.011 0.67 0.000693 0.0358 0.009 0.004 1.47515 12-19-12-12 8 1760 2.5 4400 0.007 0.076 0.011 0.67 0.000792 0.03 0.009 0.004 1.68589 12-12-12-11 51 11220 2.5 28050 0.043 0.017 0.011 0.67 0.010672 0.1047 0.0438 0.02 2.20839 12-11 -12-10 61 13420 2.5 33550 0.052 0.0175 0.011 0.67 0.012581 0.1133 0.0491 0.022 2.35629 12-10-12-9 63 13860 2.5 34650 0.054 0.0202 0.011 0.67 0.012094 0.1112 0.0478 0.021 2.49973 12-9-12-8 63 13860 2.5 34650 0.054 0.02 0.011 0.67 0.012154 0.1112 0.0478 0.021 2.49973 12-8-12-7 63 13860 2.5 34650 0.054 0.219 0.011 0.67 0.003673 0.0631 0.0207 0.009 5.77232 12-7-IA 63 13860 2.5 34650 0.054 0.02 0.011 0.67 0.012154 0.1115 0.0479 0.022 2.49451 TABLE/2267swr-report.XLS 7.0 CONCLUSION It was determined that a 6-inch and 8-inch PVC pipe are suitable to carry the service flow without exceeding the criteria of depth of peak flow < Vi pipe diameter or D/d < 0.5. The pipes' minimum slope of 0.40% was maintained. Sewer depth ranges from 8 feet to 16 feet maximum. Depths greater than 16 feet require approval from the City Engineer. R:\WP\REPORT\2400V2407SSR.DOC APPENDIX A HANDBOOK OF HYDRAULIC TABLES R:\WP\REPORT\2400\2407SSR.DOC sTEAar UMiFORM rw)w IN OPEN CMANKELS 7-35 OhvtAu CaaAvO. Fto*t»K P^l r«« £ * .00 .01 M JOBSt 4M1 JBOtH .1 Ma jom .S .tm .Itti .s .4 'jm AM .t JM M» .ft .tS3 Mt .7 JST jm jm MX jm .V .m AH m JOt iH .MM .«SS M .07 M« Mn MM mtt Mtt josas j»m .tm Mtl j»m .nu MU MM jm Mn .**» jtU .Mt .m M» .m M» Jtt .719 .ns .rt* .7T» .770 .om MW .me MM JTO .m jao .ft*? .7X1 .7tt .SSM .m JTS M» .m .m Table 7-14. 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