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HomeMy WebLinkAboutCT 02-14-05; BRESSI RANCH PA 10 UNIT 5; MASTER IN-TRACT SANITARY SEWER REPORT; 2003-09-01MASTER IN-TRACT SANITARY SEWER REPORT BRESSI RANCH PLANNING AREAS 6-10 AND 12 TM CT 02-14 CARLSBAD, CA SEPTEMBER 2003 Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECTDESIGN CONSULTANTS Pl,\NfimG ' ENVJROSMSHT.M • KN'GIKH;RING • StmVEY/CPS 701 B StreeL Suile BOO, San Diego, CA 92101 619-235-6471 FAX 619-234 0349 Job No. 2407.00 Gregory M. ^SSSBs RCE 42951 Registration Expires 03/31/04 ^% ^^hec aredBy: MW heckedBy: GMS 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 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\REPORT\2400\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 community of Bressi Ranch, 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, California. 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 will 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 PHASE I STREET W^OSE mvE Figure 1. Location Map R,AVl'/KKPORT 22bVSSR DO* 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 System 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 = V2 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%; 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' = O.OII for PVC pipe 7. Maximum sewer depth shall be 16 feet. Depths greater than 16 feet require approval from the City Engineer. R:\WP\REPORT\2400\2407SSR.DOC 10-inch diameter pipe: 1. Maximum Depth at Peak Flow = V2 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 planning area sewer pipeHne 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 :\WP\REPOR'n2400\2407SSR,DOC Table 1. Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM A AND SYSTEM B R:\WP\RE PORT\2400\2407SSR,DOC PA-6 (SYSTEM A) File: 2267.00 Page 1 of 3 mh du demand 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 s 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 (SYSTEMS mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca 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 (SYSTEM B) mh du demand peak factor Q-gpd Q-cfs 8 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 8-7-10A 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 (SYSTEM B) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 11 2420 2.5 6050 0.009 0.04 0.011 0.67 0.001501 0.0414 0.0111 0.005 1.87953 16 3520 2.5 8800 0.014 0.044 0.011 0.67 0.002081 0.0483 0.014 0.006 2.16757 20 4400 2.5 11000 0.017 0.053 0.011 0.67 0.00237 0.0514 0.0153 0.007 2.47924 3 660 2.5 1650 0.003 0.03 0.011 0.67 0.000473 0.0238 0.0049 0.002 1.1612 9 1980 2.5 4950 0.008 0.0518 0.011 0.67 0.001079 0.0353 0.0088 0.004 1.93973 29 6380 2.5 15950 0.025 0.03 0.011 0.67 0.004568 0.077 0.0243 0.011 2.26346 4 880 2.5 2200 0.003 0.05 0.011 0.67 0.000488 0.0241 0.005 0.002 1.5173 11 2420 2.5 6050 0.009 0.05 0.011 0.67 0.001342 0.0394 0.0103 0.005 2.02552 17 3740 2.5 9350 0.014 0.021 0.011 0.67 0.003201 0.06 0.0192 0.009 1.6793 29 6380 2.5 15950 0.025 0.0265 0.011 0.67 0.00486 0.0715 0.025 0.011 2.20008 31 6820 2.5 17050 0.026 0.065 0.011 0.67 0.003317 0.0603 0.0193 0.009 3.04639 36 7920 2.5 19800 0.031 0.048 0.011 0.67 0.004483 0.0696 0.024 0.011 2.84493 7 1540 2.5 3850 0.006 0.076 0.011 0.67 0.000693 0.0358 0.009 0.004 1.47515 8 1760 2.5 4400 0.007 0.076 0.011 0.67 0.000792 0.03 0.009 0.004 1.68589 51 11220 2.5 28050 0.043 0.017 0.011 0.67 0.010672 0.1047 0.0438 0.02 2.20839 61 13420 2.5 33550 0.052 0.0175 0.011 0.67 0.012581 0.1133 0.0491 0.022 2.35629 63 13860 2.5 34650 0.054 0.0202 0.011 0.67 0.012094 0.1112 0.0478 0.021 2.49973 63 13860 2.5 34650 0.054 0.02 0.011 0.67 0.012154 0.1112 0.0478 0.021 2.49973 63 13860 2.5 34650 0.054 0.219 0.011 0.67 0.003673 0.0631 0.0207 0.009 5.77232 63 13860 2.5 34650 0.054 0.02 0.011 0.67 0.012154 0.1115 0.0479 0.022 2.49451 12-4- 12-3- 12-2- 12-6- 12-5- 12-1 - 12-18 12-17 12-16 12-15 12-14 12-13 12-20 12-19 12-12 12-11 12-10 12-9- 12-8- 12-7- 12-3 12-2 12-1 12-5 12-1 3A - 12-17 -12-16 -12-15 -12-14 -12-13 - 12-12 -12-19 -12-12 -12-11 -12-10 -12-9 12-8 12-7 1A 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«EPOR'n2400\2407SSR.IXX: APPENDIX A HANDBOOK OF HYDRAULIC TABLES R:\WP\REPORT\2400\2407SSR.DOC STEADY UNirOBM FUOW .N OPEN CHANNELS 7-35 T.b.c 7-4. For DetermtefeS the A«a a of the Cro«. SecUon of a (Srcul&r Conduil nowing P»rl Full . . •««•'»»'»»>^ , . ?..dC. - «»ttbuuud«i«.. Tb..« - C-P- "'aUmeterelikittBel * ^ o .00 At 4 .0 .oQoe jN»a JOOST .1 jMOt .MTl .0»4 a .IMS .ItM .tan .IMI .t J83< MX .» J»3 .*03 AU .s .tn M* M* .7 .BST JM MS JS .«« Ml Mt .9 .T«S .Tto just At* Ml Mi Ml Ml Am .433 .Ol jot JOttl M39 ASU MM .SITB .US .BIO .ess .TIZ -TTl J>i»2 .0811 .1523 .SMS jsn .433 .830 .MO .719 .JT» .07 .08 .00 .0242 .0294 .0390 .OOSI .1039 .ITII .1800 .1890 .3M2 J7S9 J838 jaz7 J71T MHH .4BS .472 .483 .339 je9 .378 .M9 .BST .BBS .723 .732 .7S8 .T79 .783 .784 Table 7-14. Vahie. of JT lor Circular Channel, in the Formula Q - — .00 — .0 .1 .00987 .2 .0406 J .0910 .4. .1301 .3 .233 .< .311 .7 .388 .. .433 .» .494 1.0 .463 .01 .02 M .04 Moai MSOi JOOISS . mm mm 4WB« • M*» mm •0m iOSSS . .vm .1193 . .l«S Am jm* .1834 .339' Mt SM .183 JIO J27 MS J43 JV5 .403 .409 .416 .438 Aa .«» .4TS .496 • .497 .08 .498 .03 ,00333 .00328 .00453 .00604 .0S34 itts .371 330 423 ,477 ,498 ia37 .0986 .06 1384 xm J79 JSS .429 ,481 .496 JM .0738 1332 JOBS 287 J66 435 .485 494 .09 .W2T .0703 .14X0 ,3160 J9i .373 ,441 .488 .489 .00773 .<a66 .0849 I4«t> .3238 ,303 ,3» .447 .491 .483 INSERT DRAWINGS HERE