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HomeMy WebLinkAboutCT 02-14-06; BRESSI RANCH PA12 UNIT 6; MASTER IN-TRACT SANITARY SEWER REPORT; 2003-09-01MASTER IN-TRACT SANITARY SEWER REPORT BRESSI RANCH PLANNING AREAS 6-10 AN 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 PIANNING • JENMRONMHNTAI • ENGiNBERiNt • SIIKVTET/CPS 701 B Street, Suite 800, San Diego, CA 92101 619-23S-M7I FAX 619-234-0349 Job No. 2407.00 Gregory M/Shields RCE 42951 Registration Expires 03/31/04 Prepared By: MW Checked By: GMS TABLE OF CONTENTS Pa£e 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\REPORTG400\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;\WPWEPORT\2400\2407SSR.DOC STREET PHASE I Figure 1. Location Map RiW/RKPORT 220-.',SSR 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 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' = 0.011 for PVC pipe 7. Maximum sewer depth shall be 16 feet. Depths greater than 16 feet require approval from the City Engineer. R:\WPUIEPORTV2400\2407SSR.DOC IQ-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 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:\WPiJtEPORTO400\2407SSR.IXX; Table 1. Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM A AND SYSTEM B R:\WP«EPOR'n2400\2407SSR.DOC PA-6 (SYSTEM A) File: 2267.00 Page 1 of 3 mh 6-5 - 6-4 6-4 - 6-3 6-3 - 6-2 6-2 - 6-1 du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 8 1760 2.5 4400 0.007 0.057 0.011 0.67 0.000914 0.0325 0.0078 0.004 1.94525 18 3960 2.5 9900 0.015 0.0461 0.011 0.67 0.002287 0.0506 0.015 0.007 2.27595 20 4400 2.5 11000 0.017 0.02 0.011 0.67 0.003858 0.0646 0.0215 0.01 1.7643 23 5060 2.5 12650 0.02 0.02 0.011 0.67 0.004437 0.0691 0.0238 0.011 1.83287 10 2200 2.5 5500 0.009 0.0521 0.011 0.67 0.001195 0.0371 0.0095 0.004 1.99644 20 4400 2.5 11000 0.017 0.0609 0.011 0.67 0.002211 0.0499 0.0147 0.007 2.58044 46 10120 2.5 25300 0.039 0.02 0.011 0.67 0.008875 0.0959 0.0385 0.017 2.26609 6 1320 2.5 3300 0.005 0.011 0.011 0.5 0.00341 0.061 0.0197 0.005 1.03723 8 1760 2.5 4400 0.007 0.0319 0.011 0.67 0.001222 0.0375 0.0096 0.004 1.58052 6-7 • 6-6 6-1 • 6-8 • 6-9' 6-6 6-1 2B 6-9 13B PA-10 (SYSTEM A) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 4 880 2.5 2200 0.003 0.037 0.011 0.5 0.001239 0.0277 0.0062 0.002 2.19714 12 2640 2.5 6600 0.01 0.067 0.011 0.67 0.001265 0.0378 0.0097 0.004 2.34634 3 660 2.5 1650 0.003 0.078 0.011 0.5 0.00064 0.0277 0.0062 0.002 1.64786 4 880 2.5 2200 0.003 0.07 0.011 0.5 0.000901 0.0325 0.0078 0.002 1,74645 10 2200 2.5 5500 0.009 0.02 0.011 0.5 0.004215 0.0674 0.0229 0.006 1.48715 8 1760 2.5 4400 0.007 0.083 0.011 0.67 0.000758 0.0303 0.007 0.003 2.16757 22 4840 2.5 12100 0.019 0.049 0.011 0.67 0.002712 0.0546 0.0168 0.008 2.48367 37 8140 2.5 20350 0.032 0.039 0.011 0.67 0.005112 0.0662 0.0262 0.012 2.67843 3 660 2.5 1650 0.003 0.05 0.011 0.5 0.0008 0.0309 0.0072 0.002 1.41899 5 1100 2.5 2750 0.004 0.058 0.011 0.5 0.001237 0.0378 0.0097 0.002 1.75545 6 1320 2.5 3300 0.005 0.054 0.011 0.5 0.001539 0.0419 0.0113 0.003 1.80827 12 2640 2.5 6600 0.01 0.027 0.011 0.67 0.001993 0.0473 0.0136 0.006 1.67349 17 3740 2.5 9350 0.014 0.025 0.011 0.67 0.002933 0.0567 0.0177 0.008 1.82161 4 880 2.5 2200 0.003 0.03 0.011 0.5 0.001376 0.04 0.0105 0.003 1.29736 9 1980 2.5 4950 0.008 0.033 0.011 0.5 0.002953 0.0569 0.0178 0.004 1.72192 9 1980 2.5 4950 0.008 0.04 0.011 0.5 0.002682 0.0537 0.0153 0.004 2.00328 9 1980 2.5 4950 0.008 0.04 0.011 0.5 0.002682 0.0537 0.0153 0.004 2.00328 30 6600 2.5 16500 0.026 0.049 0.011 0.67 0.003698 0.0533 0.0208 0.009 2.73551 39 8580 2.5 21450 0.033 0.057 0.011 0.67 0.004457 0.0643 0.0213 0.01 3.47269 40 8800 2.5 22000 0.034 0.018 0.011 0.67 0.008134 0.092 0.0362 0.016 2.09571 77 16940 2.5 42350 0.066 0.013 0.011 0.67 0.018426 0.1362 0.0642 0.029 2.27476 77 16940 2.5 42350 0.066 0.346 0.011 0.67 0.003572 0.0623 0.0203 0.009 7.19408 10-5- 10-4- 10-21 10-22 10-20 10-19 10-18 10-3- 10-15 10-17 10-16 10-14 10-13 10-12 10-11 10-10 10-9- 10-8- 10-7- 10-6- 10-2- 10-1 - 10-4 10-3 -10-20 -10-20 -10-18 -10-18 -10-3 10-2 - 10-14 - 10-16 -10-14 - 10-13 -10-8 -10-11 -10-10 -10-9 10-8 10-7 10-6 10-2 10-1 10-0 TABLE/2267swr-report.XLS File: 2267.00 Page 2 of 3 PA-7 (SYSTEM A) mh du demand peak factor Q-gpd Q-cfs n K D/d Ca A=Cad V 7-3 - 7-2 7-2 - 7-1 7-1 - 14B 4 19 24 880 4180 5280 2.5 2200 0.003 0.043 0.011 0.5 0.00115 0.0364 2.5 10450 0.016 0.035 0.011 0.67 0.002771 0.0552 2.5 13200 0.02 0.027 0.011 0.67 0.003985 0.004 0.0092 0.002 1.48068 0.017 0.008 2.11975 0.022 0.01 2.06904 PA mh 7 (SYSTEM B du demand peak factor Q-gpd Q-cfs n K D/d Ca A=Cad V 7-10-7-9 7-9 - 7-4 7-8 - 7-7 7-7 - 7-6 7-6 - 7-5 7-5 - 7-4 7-4- 12A 5 7 4 10 14 19 32 1100 1540 880 2200 3080 4180 7040 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2750 3850 2200 5500 7700 10450 17600 0.004 0.006 0.003 0.009 0.012 0.016 0.027 0.035 0.01 0.055 0.024 0.028 0.065 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.5 0.5 0.5 0.5 0.67 0.67 0.67 0.001593 0.004172 0.001017 0.003847 0.002283 0.002033 0.008324 0.0425 0.067 0.0343 0.0645 0.0506 0.0478 0.093 0.0116 0.0227 0.0085 0.0214 0.015 0.0138 0.0368 0.003 0.006 0.002 0.005 0.007 0.006 0.017 1.46792 1.05018 1.60262 1.59139 1.77018 2.61129 1.64924 PA - 8 (SYSTEM B) mh du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 4 880 2.5 2200 0.003 0.043 0.011 0.5 0.00115 0.0373 0.009 0.002 1.51359 8 1760 2.5 4400 0.007 0.012 0.011 0.5 0.004353 0.0684 0.023 0.006 1.18455 11 2420 2.5 6050 0.009 0.02 0.011 0.67 0.002122 0.0488 0.014 0.006 1.4902 18 3960 2.5 9900 0.015 0.052 0.011 0.67 0.002154 0.0492 0.0144 0.006 2.37078 23 5060 2.5 12650 0.02 0.046 0.011 0.67 0.002926 0.0567 0.0177 0.008 2.46454 27 5940 2.5 14850 0.023 0.035 0.011 0.67 0.003938 0.0652 0.0218 0.01 2.34903 31 6820 2.5 17050 0.026 0.045 0.011 0.67 0.003987 0.0656 0.022 0.01 2.67251 4 880 2.5 2200 0.003 0.038 0.011 0.5 0.001223 0.0371 0.009 0.002 1.51359 8 1760 2.5 4400 0.007 0.048 0.011 0.5 0.002176 0.0495 0.0145 0.004 1.87894 11 2420 2.5 6050 0.009 0.0582 0.011 0.67 0.001244 0.0379 0.0097 0.004 2.15081 11 2420 2.5 6050 0.009 0.01 0.011 0.67 0.003001 0.0574 0.0147 0.007 1.41924 8 1760 2.5 4400 0.007 0.06 0.011 0.67 0.000891 0.0324 0.0075 0.003 2.02306 15 3300 2.5 8250 0.013 0.077 0.011 0.67 0.001475 0.0411 0.011 0.005 2.5863 5 1100 2.5 2750 0.004 0.076 0.011 0.67 0.000495 0.0243 0.0051 0.002 1.85943 9 1980 2.5 4950 0.008 0.034 0.011 0.67 0.001332 0.0393 0.0102 0.005 1.67349 9 1980 2.5 4950 0.008 0.117 0.011 0.67 0.000718 0.0295 0.0067 0.003 2.5477 9-19-9-18 9-21 - 9-20 9-20-9-18 9-18-9-17 9-17-9-16 9-16-8-5 8-5-IIA 8-10-8-9 8-9 - 8-8 8-8 - 8-7 8-7- IOA 8-2 - 8-1 8-1 - 9-3 8-4 - 8-3 8- 3-9-14 9- 14-9-4 TABLE/2267swr-report.XLS PA - 9 (SYSTEM B) mh File: 2267.00 Page 3 of 3 du demand peak factor Q-gpd Q-cfs s n D K D/d Ca A=Cad V 5 1100 2.5 2750 0.004 0.029 0.011 0.67 0.000801 0.031 0.0072 0.003 1.3171 16 3520 2.5 8800 0.014 0.01 0.011 0.67 0.004365 0.0685 0.0235 0.011 1.29132 18 3960 2.5 9900 0.015 0.01 0.011 0.67 0.004911 0.0724 0.0251 0.011 1.36013 23 5060 2.5 12650 0.02 0.01 0.011 0.67 0.006275 0.0814 0.0302 0.014 1.44445 24 5280 2.5 13200 0.02 0.01 0.011 0.67 0.006548 0.083 0.0311 0.014 1.46363 24 5280 2.5 13200 0.02 0.3 0.011 0.67 0.001196 0.0371 0.0095 0.004 4.79146 6 1320 2.5 3300 0.005 0.076 0.011 0.67 0.000594 0.0266 0.0056 0.003 2.03209 34 7480 2.5 18700 0.029 0.044 0.011 0.67 0.004422 0.069 0.0237 0.011 2.72089 37 8140 2.5 20350 0.032 0.02 0.011 0.67 0.007138 0.0864 0.033 0.015 2.12651 37 8140 2.5 20350 0.055 0.21 0.011 0.67 0.003846 0.0645 0.0214 0.01 5.72531 46 10120 2.5 25300 0.055 0.015 0.011 0.67 0.014391 0.1208 0.0539 0.024 2.27313 70 15400 2.5 38500 0.055 0.0521 0.011 0.67 0.007722 0.0898 0.0349 0.016 3.51065 80 17600 2.5 44000 0.055 0.08 0.011 0.67 0.006231 0.0811 0.03 0.013 4.08406 83 18260 2.5 45650 0.071 0.042 0.011 0.67 0.01105 0.1065 0.0449 0.02 3.506 9-13-9-12 9-12-9-11 9-11 -9-10 9-10-9-9 9-9 - 9-8 9-8 - 9-7 9-15-9-7 9-7 - 9-6 9-6 - 9-5 9-5 - 9-4 9-4 - 9-3 9-3 - 9-2 9-2 - 9-1 9-1 - 9A 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 12-3-12-2 12-2-12-1 12-6-12-5 12-5-12-1 12-1 -3A 12-18-12-17 12-17-12-16 12-16-12-15 12-15 12-14. 12-13 • 12-20 • 12-14 12-13 12-12 12-19 12-19-12-12 12-12-12-11 12-11 - 12-10 12-10-12-9 12-9-12-8 12-8-12-7 12-7- IA 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 < V2 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\REPORTO400\2407SSR.DOC APPENDIX A HANDBOOK OF HYDRAULIC TABLES R:\WP\REPOR'n2400\2407SSR.DOC STEADY ONIFOBM rVO^V IN OPEN CHANKEtS 7-35 Table 7-4. For Determtemj the a of the Cr^ SecUon of. Orcular Conduil Flowing Part FoU dUnctersKKiaMi MBO .MOT .1118 .wa MM J93 .tS3 .SBT .SH .T« MU .UM am .681 .TSO jn M JK xm J8M1 jam JOO* .mtl .HM .sea M» MM Mi .<a .433 Mt jm MS M* jm .0* Ml .rss .m .05 .0141 J0T39 .tsss .34S0 Mtt .443 .840 .631 •TK .TTI JM J>l»2 JMII .1623 MM MTl .433 .030 .640 .716 .7T8 .07 .08 .09 .0143 .0194 .0390 jam .0061 .1039 .ITII .1800 .1890 .2642 .nis .S838 J6Z7 J717 JtIT .461 .471 .483 M9 Ml» .3T6 .640 .657 .666 .724 .732 .738 .770 .781 .784 Table 7-14. Value, of IT for Circular Channel, in lhe FormuU ^ n j> - dtptlk ol vster 4 m dUmtcr •! CUBDCI o .00 Jll .0 .00007 .1 .00967 J»ll8 .7 .Ote* Ji*4S J .0M9 JMM .4. .U6I .MM .5 .131 .S30' .6 .311 JIO .7 JSS JOS .8 .453 .4sa .« .4*4 .496 • 1.0 .463 mm mm JM JMS MH AM .483 .497 JM .OS mm* wm MM jnui ism .«tt»4 MM jnui ism .«tt»4 .1193 .Itt* jsn .t«S« .1999 .155 .163 .371 MS J43 JSO .409 .416 .412 .«» .473 .477 .498 .498 .498 .06 .07 .03 jn338 .(WT .00455 J»91 .00604 .0127 iO»S6 .0738 .0793 .n84 .1353 .14X0 .1006 JOSl .3160 .179 .187 J95 JSS J66 J73 .419 .435 .441 .481 .485 .488 .496 .4y4 .489 J>9 .00773 .«66 .£•49 1490 1138 ,303 .380 .447 .491 .483