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HomeMy WebLinkAboutCT 02-14; Bressi Ranch Planning Area 6-10 & 12; Sanitary Sewer Report Bressi Ranch 6-10 & 12; 2003-04-01RECEIVED APR 3 0 2003 CITY OF CARLSBAD PLANNING DEPT. SANITARY SEWER REPORT BRESSI RANCH PLANNING AREAS 6-10 AND 12 TM CT 02-14 CARLSBAD, CA APRIL 2003 Prepared For: LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECTDESIGN CONSULTANTS PLANNING * ENVIRONMENTAL * ENGINEERING • SURVEY/GPS 701 B Street, Suite 800, San Diego, CA 92101 619-215-6471 FAX 619-214-0349 Job No. 2267.00 Gregory M. Shields RCE 42951 Prepared By: MW Registration Expires 07/15/03 Checked By: CMS 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/REPO RT72267S5R.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 02-14 within the City of Carlsbad, and in accordance with City of Carlsbad standards. This Tentative Map 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/REPORT/2267SSR. DOC PHASE I Figure 1. Location Map R/WP/REPORT/2Z67SSR 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 = ]/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 V = 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 = l/i 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/WP/REPORT/2267SSR.DOC 10-inch diameter pipe: 1. Maximum Depth at Peak Flow = !/2 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 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. R/WP/REPORT/2267SSR.DOC * * 4 a * Table 1. Sewer System Design Flows and Calculations (See Exhibit A) SYSTEM A AND SYSTEM B R/WP/REPORT/2267SSR.DOC PA -6 (SYSTEM A) mh 6-5 - 6-4 6-4 - 6-3 6-3 - 6-2 6-2 - 6-1 6-7 - 6-6 6-6 - 6-1 6-1 - 2B 6-8 - 6-9 6-9-13B PA -10 (SYSTEM A) mh 10-5-10-4 10-4-10-3 10-21 -10-20 10-22-10-2C 1 0-20 -1 0-1 f 10-19-10-11 10-18-10-3 10-3-10-2 10-15-10-1' 10-17-10-1* 10-16-10-1' 10-14-10-11 10-13-10-8 10-12-10-V 10-11 -10-K 10-10-10-9 10-9-10-8 10-8-10-7 10-7-10-6 10-6-10-2 10-2-10-1 10-1 -10-0 du 8 18 20 23 10 20 46 6 8 du 4 12 3 4 10 8 22 37 3 5 6 12 17 4 9 9 9 30 39 40 77 77 demand 1760 3960 4400 5060 2200 4400 10120 1320 1760 demand 880 2640 660 880 2200 1760 4840 8140 660 1100 1320 2640 3740 880 1980 1980 1980 6600 8580 8800 16940 16940 peak factor 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 peak factor 2.5 2,5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Q-gpd 4400 9900 11000 12650 5500 11000 25300 3300 4400 Q-gpd 2200 6600 1650 2200 5500 4400 12100 20350 1650 2750 3300 6600 9350 2200 4950 4950 4950 16500 21450 22000 42350 42350 Q-cfs 0.007 0.015 0.017 0.02 0.009 0.017 0.039 0.005 0.007 Q-cfs 0.003 0.01 0.003 0.003 0,009 0.007 0,019 0.032 0.003 0.004 0.005 0.01 0.014 0.003 0.008 0.008 0.008 0.026 0.033 0.034 0.066 0.066 s 0.057 0.05 0.015 0.015 0.049 0.0609 0.02 0.011 0.032 s 0.037 0.067 0.078 0.07 0.02 0.083 0.049 0.039 0.05 0.058 0.054 0.027 0.025 0.03 0.033 0.04 0.04 0.049 0.057 0.018 0.013 0.346 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0,011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 D 0,67 0,67 0,67 0.67 0.67 0.67 0.67 0.5 0.5 D 0.5 0.67 0.5 0.5 0.5 0.67 0.67 0.67 0.5 0.5 0.5 0.67 0.67 0.5 0.5 0.5 0.5 0.67 0.67 0.67 0.67 0.67 K 0.000914 0.0021 96 0.004455 0.005124 0.001233 0.002211 0.008875 0.00341 0.002666 K 0.001239 0.001265 0.00064 0.000901 0.004215 0.000758 0.002712 0.005112 0.0008 0.001237 0,001539 0.001993 0.002933 0.001376 0.002953 0.002682 0.002682 0.003698 0.004457 0.008134 0.018426 0.003572 D/d 0.0327 0.0486 0.0692 0.0739 0.0377 0.0499 0.0959 0.061 0.0542 D/d 0.0277 0.0378 0.0277 0.0325 0.0674 0.0303 0.0546 0.0662 0.0309 0.0378 0.0419 0.0473 0.0567 0.04 0.0569 0.0537 0.0537 0.0533 0.0643 0.092 0.1362 0.0623 Ca 0.0079 0.0142 0.0238 0.0262 0.0097 0.0147 0.0385 0.0197 0.0166 Ca 0.0062 0.0097 0.0062 0.0078 0.0229 0.007 0.0168 0.0262 0.0072 0.0097 0.0113 0.0136 0.0177 0.0105 0.0178 0.0153 0.0153 0.0208 0.0213 0.0362 0.0642 0.0203 File: 2267.00 Page 1 of 3 A=Cad V 0.004 1.92063 0.006 2.40417 0.011 1.5938 0.012 1.66497 0.004 1.95528 0.007 2.58044 0.017 2.26609 0.005 1.03723 0.004 1.64124 A=Cad V 0.002 2.19714 0.004 2.34634 0.002 1.64786 0.002 1.74645 0.006 1.48715 0.003 2.16757 0.008 2.48367 0.012 2.67843 0.002 1.41899 0.002 1.75545 0.003 1.80827 0.006 1.67349 0.008 1.82161 0,003 1.29736 0.004 1.72192 0.004 2.00328 0.004 2.00328 0.009 2.73551 0.01 3.47269 0.016 2.09571 0.029 2.27476 0.009 7.19408 TABLE/2267swr-report.XLS PA -7 (SYSTEM A mh 7-3 - 7-2 7-2 - 7-1 7-1 -14B PA - 7 (SYSTEM B mh 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 PA - 8 (SYSTEM B) mh 8-5 - 8-4 9-17-9-18 9-18-8-4 8-4 - 8-3 8-3 - 8-2 8-2 - 8-1 8-1 -11A 8-6 - 8-7 8-7 - 8-8 8-8 - 8-9 8-9-10A 8-10-8-11 8-11 -9-3 8-12-8-13 8-13-8-14 8-14-9-4 du 4 19 24 du 5 7 4 10 14 19 32 du 4 8 11 18 23 27 31 4 8 11 11 8 15 5 9 9 demand 880 4180 5280 demand 1100 1540 880 2200 3080 4180 7040 demand 880 1760 2420 3960 5060 5940 6820 880 1760 2420 2420 1760 3300 1100 1980 1980 peak factor 2.5 2.5 2.5 peak factor 2.5 2.5 2.5 2.5 2.5 2.5 2.5 peak factor 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Q-gpd 2200 10450 13200 Q-gpd 2750 3850 2200 5500 7700 10450 17600 Q-gpd 2200 4400 6050 9900 12650 14850 17050 2200 4400 6050 6050 4400 8250 2750 4950 4950 Q-cfs 0.003 0.016 0.02 Q-cfs 0.004 0.006 0.003 0.009 0.012 0.016 0.027 Q-cfs 0.003 0.007 0.009 0.015 0.02 0.023 0.026 0.003 0.007 0.009 0.009 0.007 0.013 0.004 0.008 0.008 s 0.043 0.035 0.027 s 0.035 0.01 0.055 0.024 0.028 0.065 0.011 s 0.043 0.012 0.02 0.052 0.046 0.035 0.045 0.038 0.048 0.0582 0.01 0.06 0.077 0.076 0.034 0.117 n 0.011 0.011 0.011 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 D 0.5 0.67 0.67 D 0.5 0.5 0.5 0.5 0.67 0.67 0.67 D 0.5 0.5 0.67 0.67 0.67 0.67 0.67 0.5 0.5 0.67 0.67 0.67 0.67 0.67 0.67 0.67 K 0.00115 0.002771 0.003985 K 0.001593 0.004172 0.001017 0.003847 0.002283 0.002033 0.008324 K 0.00115 0.004353 0.002122 0.002154 0.002926 0.003938 0.003987 0.001223 0.002176 0.001244 0.003001 0.000891 0.001475 0.000495 0.001332 0.000718 D/d 0.0364 0.0552 0.004 D/d 0.0425 0.067 0.0343 0.0645 0.0506 0.0478 0.093 D/d 0.0373 0.0684 0.0488 0.0492 0.0567 0.0652 0.0656 0.0371 0.0495 0.0379 0.0574 0.0324 0.0411 0.0243 0.0393 0.0295 Ca 0.0092 0.017 0.022 Ca 0.0116 0.0227 0.0085 0.0214 0.015 0.0138 0.0368 Ca 0.009 0.023 0.014 0.0144 0.0177 0.0218 0.022 0.009 0.0145 0.0097 0.0147 0.0075 0.011 0.0051 0.0102 0.0067 File: 2267.00 Page 2 of 3 A=Cad V 0.002 1.48068 0.008 2.11975 0.01 2.06904 A=Cad V 0.003 1.46792 0.006 1.05018 0.002 1.60262 0.005 1.59139 0.007 1.77018 0.006 2.61129 0.017 1.64924 A=Cad V 0.002 1.51359 0.006 1.18455 0.006 1.4902 0.006 2.37078 0.008 2.46454 0.01 2.34903 0.01 2.67251 0.002 1.51359 0.004 1.87894 0.004 2.15081 0.007 1.41924 0.003 2.02306 0.005 2.5863 0.002 1.85943 0.005 1.67349 0.003 2.5477 TABLE/2267swr- report.XLS PA - 9 (SYSTEM B) mh 9-16-9-15 9-15-9-14 9-14-9-13 9-13-9-12 9-12-9-11 9-1 1 - 9-8 9-10-9-9 9-9 - 9-8 9-8 - 9-6 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 (SYSTEMS) mh 12-4-12-3 12-3-12-2 12-2-12-1 12-6-12-5 12-5-12-1 12-1 -3A 12-18-12-1- 12-17-12-K 12-16-12-11 12-15-12-1' 12-14-12-11 12-13-12-1J 12-12-12-1- 12-11 -12-K 12-10-12-9 12-9-12-8 12-8-12-7 12-7 -1A du 5 16 18 23 24 24 4 6 34 3 37 37 46 70 80 83 du 11 16 20 3 9 29 4 11 17 29 31 36 51 61 63 63 63 63 demand 1100 3520 3960 5060 5280 5280 880 1320 7480 660 8140 8140 10120 15400 17600 18260 demand 2420 3520 4400 660 1980 6380 880 2420 3740 6380 6820 7920 11220 13420 13860 13860 13860 13860 peak factor 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 peak factor 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Q-gpd 2750 8800 9900 12650 13200 13200 2200 3300 18700 1650 20350 20350 25300 38500 44000 45650 Q-gpd 6050 8800 11000 1650 4950 15950 2200 6050 9350 15950 17050 19800 28050 33550 34650 34650 34650 34650 Q-cfs 0.004 0.014 0.015 0.02 0.02 0.02 0.003 0.005 0.029 0.003 0.032 0.055 0.055 0.055 0.055 0.071 Q-cfs 0.009 0.014 0.017 0.003 0.008 0.025 0.003 0.009 0.014 0.025 0.026 0.031 0.043 0.052 0.054 0.054 0.054 0.054 s 0.029 0.01 0.01 0.01 0.01 0.3 0.048 0.076 0.044 0.04 0.02 0.21 0.015 0.0521 0.08 0.042 s 0.04 0.044 0.053 0.03 0.0518 0.03 0.05 0.05 0.02 0.0275 0.065 0.048 0.017 0.0175 0.0202 0.02 0.219 0.02 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 n 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 0.011 D 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.5 0.67 0.67 0.67 0.67 0.67 0.67 D 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 K 0.000801 0.004365 0.00491 1 0.006275 0.006548 0.001196 0.000498 0.000594 0.004422 0.000894 0.007138 0.003846 0.014391 0.007722 0.006231 0.01105 K 0.001501 0.002081 0.00237 0.000473 0.001079 0.004568 0.000488 0.001342 0.00328 0.004771 0.003317 0.004483 0.010672 0.012581 0.012094 0.012154 0.003673 0.012154 D/d 0.031 0.0685 0.0724 0.0814 0.083 0.0371 0.0244 0.0266 0.069 0.0324 0.0864 0.0645 0.1208 0.0898 0.0811 0.1065 D/d 0.0414 0.0483 0.0514 0.0238 0.0353 0.077 0.0241 0.0394 0.06 0.0715 0.0603 0.0696 0.1047 0.1133 0.1112 0.1112 0.0631 0.1115 Ca 0.0072 0.0235 0.0251 0.0302 0.0311 0.0095 0.0051 0.0056 0.0237 0.0071 0.033 0.0214 0.0539 0.0349 0.03 0.0449 Ca 0.0111 0.014 0.0153 0.0049 0.0088 0.0243 0.005 0.0103 0.0192 0.025 0.0193 0.024 0.0438 0.0491 0.0478 0.0478 0.0207 0.0479 File: 2267.00 Page 3 of 3 A=Cad V 0.003 1.3171 0.011 1.29132 0.011 1.36013 0.014 1.44445 0.014 1.46363 0.004 4.79146 0.002 1.48755 0.003 2.03209 0.011 2.72089 0.002 1.43897 0.015 2.12651 0.01 5.72531 0.024 2.27313 0.016 3.51065 0.013 4.08406 0.02 3.506 A=Cad V 0.005 1.87953 0.006 2.16757 0.007 2.47924 0.002 1.1612 0.004 1.93973 0.011 2.26346 0.002 1.5173 0.005 2.02552 0.009 1.6793 0.011 2.20008 0.009 3.04639 0.011 2.84493 0.02 2.20839 0.022 2.35629 0.021 2.49973 0.021 2.49973 0.009 5.77232 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 < ¥2 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/REPORT72267SSR .DOC APPENDIX A HANDBOOK OF HYDRAULIC TABLES RAVP/REPORT/2 267SSR.DOC STEADY UNIFORM FLOW IN OPEN CHANNELS 7-35 Table 7-4. For Determining the Area o of the Cross Section of a Circular Conduit Flowing Part Full Let z- -if—, " T »»d C, — th« libuUUd value. Theft a -diameter al channel 4 O 4 .0 .1 .J J .« .4 .8 .7 .1 .ft .00 ,0000 .0109 .1118 .1082 .2934 -393 .462 Ml .674 .7*5 .01 .0013 .0170 .1109 .2074 .3032 .403 .602 -MO .681 .760 .02 .0037 .0531 .1281 MSI J130 .413.6 1 a .603 .684 .768 .03 .0060 ,0600 ,I3« ,J3M JIM .423 Ml .8H 497 .761 .04 .0103 .0668 .1440 .2333 J32B .433 .Ml .•23 .T04 .766 .03 .0147 .0739 .1333 J430 .3428 .443 .MO .632 .71* .771 .08 .0102 .0811 .1623 .2MB .3327 .433 .650 .040 .710 .77* .07 .0242.0885 .1711 .2642 .3827 .462 .530 .640 .725 .770 .08 .0294 .0061 .1800 ,1739 4727 .472 .569 .637 .732 .782 .09 .0320 .1039 .1890 .2836 .3837 .482 .S7« .688 .738 .784 Table 7-M. Values of K' tor Circular Channels in the Formula Q „ £ ,0ijH « O - depth ol Wfttcf rf - dUmeUf ot ebtonc) O —4 -0 .1 .1 J •4. .6 .6 .7 .8 .9 I.O .00 .00967 .0406 .0907 .IS«I 232 311jas 4&3 4«t 463 .01 .00007 .01 IB JH48 .0960 .1633 .«»' 310 JOS 4 i8 4M .02 .OOCX3 .0142 .04*2 .1027 .1705 .247 .327 402 483 497 .03 .00074 .0167 .0531 .1089 .1779 .155 J35 409 408 49k .04 .00131 .0193 .05*5 .1133 .ISM .263 343 416 473 4«S .05 .00222 .0221 .0634 .1218 .1929 .271 .350 422 477 49B .00 .00328 .0237 .0684 .1264 .2003 .279 .368 .429 481 498 .07 .00435 ,0291 .0736 .1332 .2082 267 .306 435 485 4V4 .09 .00604 .0317 ,0793 .1*10 .1100 .295 ,373 .4(1 488 489 .09 0077 i .0368 .0849 .1490 .2238 .303 380 447 491 483