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Home My WebLink AboutCT 02-01; PACIFIC VIEW CONDOMINUMS; HYDRAULIC CALCS PACIFIC VIEW CONDOS; 2002-04-30I fiieeroz>-oi HYDRAULIC CALCULATIONS FOR PACIFIC VIEW CONDOMINIUMS DATE: April 30, 2002 PREPARED BY: SAN DIEGO LAND SURVEYING AND ENGINEERING INC, 9619 CHESAPEAKE DRIVE, SUITE 204 SAN DIEGO, CA. 921123 CITY OP CARLSBAD CT 02-01/CP02-03/CDP 02-03 DRAWING NUMBER ENGINEER OF WORK: MICHAEL L. SMITH, RCE 35471 MY REGISTRATION EXPIRES ON 9/30/2003 HYDRATJLIC CALCULATIONS April 30, 2002 PROJECT: PACIFIC VIEW CONDOMINIUMS CITY CDP 02-03 CITY OP CARLSBAD PROJECT DESCRIPTION: THE SITE IS VACANT. THE SURROUNDING AREA IS DEVELOPED WITH SINGLE RESIDENTIAL UNITS. THE SITE DRAINS NATURALLY TO THE SOUTHEAST. PROPOSED IMPROVEMENT CONSIST OF FILL, THE CONSTRUCTION OF 6 RESIDENTIAL UNITS, PARKING AND A ONSITE STORM DRAIN SYSTEM. FOR DRAINAGE AREAS SEE ATTACHED 20 SCALE DRAINAGE AREAS MAP. ZONE 1: AREA = 0.2293 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x4.40x 0.2293 AC. = 0.56 CFS THIS OFF SITE WATER IS COLLECTED IN INLETS OR ROOF DRAINS AND WILL DISCHARGE THROUGH THE EXISTING WALL. IT WILL BE CONNECTED TO THE PROPOSED STORM DRAIN SYSTEM. STORM DRAIN DESIGN: 8" PVC GRADE =1.00% N = .011 Q = 0.56 CFS Dn = 3.4" V = 3.82 F/S FOR CALCULATION SEE APPENDIX Bl ZONE 2: AREA = 0.0543 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x4.40x 0.0543 AC. = 0.13 CFS THIS OFF SITE WATER IS COLLECTED IN INLETS OR ROOF DRAINS AND WILL DISCHARGE THROUGH THE EXISTING WALL. IT WILL BE COLLECTED IN A PROPOSED INLET AND THEN THE PROPOSED STORM DRAIN SYSTEM. STORM DRAIN DESIGN: 8" PVC GRADE = 1.00% N = .011 Q = 0.13 CFS Dn - 1.6" V = 2.55 F/S FOR CALCULATION SEE APPENDIX B2 TOTAL RUNOFF OUT OF ZONE 1 = 0.56 -i- 0.13 = 0.69 CFS STORM DRAIN DESIGN: 8" PVC GRADE = 1.00% N = .011 Q = 0.69 CFS Dn = 3.9" V = 4.06 F/S FOR ClALCULATION SEE APPENDIX B3 PAGE 2 ZONE 3: AREA = 0.1192 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x 4.40 x 0.1192 AC. = 0.29 CFS THIS ON SITE WATER IS COLLECTED IN AN INLET. IT WILL BE CONNECTED TO THE PROPOSED STORM DRAIN SYSTEM. TOTAL RUNOFF OUT OF ZONE 3 = 0.69 -i- 0.29 = 0.98 CFS STORM DRAIN DESIGN: 8" PVC GRADE =1.00% N = .011 Q = 0.98 CFS Dn » 4.9" V = 4.41 F/S FOR CALCULATION SEE APPENDIX B4 ZONE 4: AREA = 0.0758 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x4.40x 0.0758 AC. = 0.18 CFS THIS ON SITE WATER IS COLLECTED IN AN INLET. IT WILL BE CONNECTED TO THE PROPOSED STORM DRAIN SYSTEM. TOTAL RUNOFF OUT OF ZONE 4 = 0.98 -i- 0.18 = 1.16 CFS STORM DRAIN DESIGN: 8" PVC GRADE =1.00% N = .011 Q = 1.16 CFS Dn » 5.5" V = 4.56 F/S FOR CALCULATION SEE APPENDIX B5 ZONE 5: AREA = 0.1530 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x 4.40 x 0.1530 AC. = 0.37 CFS THIS ON SITE WATER WILL SHEET FLOW TO CARLSBAD BLVD. AND FLOW IN THE EAST GUTTER. PAGE 3 ZONE 6: AREA = 0.0400 AC. RUNOFF FOR SINGLE-FAMILY RESIDENTIAL DEVELOPMENT C = .55 TIME OF CONCENTRATION: FOR SMALL DRAINAGE AREAS USE 5 MINUTES INTENSITY (100 YEAR STORM) FROM EQUATION ON APPENDIX A = 4.40 Q=CxIxA =.55x4.40x 0.0400 AC. = 0.10 CFS THIS ON SITE WATER WILL SHEET FLOW TO JUNIPER AVE. AND FLOW IN THE SOUTH GUTTER TO THE RELOCATED INLET. 3 i c o — O n e e S o rn «• m 9 u o o o I e» o o o o o o I w o o o o o o I o o o 10 M INUTES 20 DURATI.ON HOURS 2 5 456789 10 a o 0 o 1 I i s r ffl o o * r» o 30 40 50 I W O MINUTES HOURS in o c S 5 6 7 8 9 10 rn CO i2 ir-ir- k o a DURATION APPENDIX A ZONE 1:8" PVC AT1.0% Worksheet for Circular Channel Project Description Prpject File c:\haestad\fmw\carisbad.frTi2 Worksheet PRIVATE STORM DRAIN SYSTEM Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth X 2 I Input Data Mannings Coefficient Channel Slope Diameter Discharge 0.011 0.010000 ft/ft 8.00 in 0.55 cfs Results Depth 3.4 in Flow Area 0.14 ft^ Wetted Perimeter 0.95 ft Top Width 0.66 ft Critical Depth 0.35 ft Percent Full 43.06 Critical Slope 0.005133 ft/ft Velocity 3.82 ft/s Velocity Head 0.23 ft Specific Energy 0.51 ft Froude Number 1.44 Maximum Discharge 1.54 cfs Full Flow Capacity 1.43 cfs Full Flow Slope 0.001483 ft/ft Flow Is supercritical. 04/30/02 02:20:45 PM Haestad Methods, Inc. HOME 37 Brookside Road Waterbury, CT 06708 (203)755-1666 FlowMaster v5.08 Page 1 of 1 ZONE 2: 8" PVC AT 1.0% Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\carisbad.fm2 Worksheet PRIVATE STORM DRAIN SYSTEM Flow Element Circular Channel Method Manning's Fonnula Solve For Channel Depth Input Data CO 5 a- Mannings Coefficient Channel Slope Diameter Discharge 0.011 0.010000 ft/ft 8.00 in 0.13 cfs Results Depth 1.6 in Flow Area 0.05 ft* Wetted Perimeter 0.62 ft Top Width 0.54 ft Critical Depth 0.16 ft Percent Full 20.39 Critical Slope 0.004632 ft/ft Velocity 2.55 ft/s Velocity Head 0.10 ft Specific Energy 0.24 ft Froude Number 1.46 Maximum Discharge 1.54 cfs Full Flow Capacity 1.43 cfs Full Flow Slope 0.000083 ft/ft Flow is supercritical. 04/30/02 02.24:15 PM Haestad Methods, Inc. HOME 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.OS Page 1 of 1 ZONE 1 TOTAL: 8" PVC AT 1.0% Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\carisbad.fm2 Worksheet PRIVATE STORM DRAIN SYSTEM Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth CO CO X Q Input Data Mannings Coefficient 0.011 Channel Slope 0.010000 ft/ft Diameter 8.00 in Discharge 0.69 cfs Results Depth 3.9 in Flow Area 0.17 ft* Wetted Perimeter 1.03 ft Top Width 0.67 ft Critical Depth 0.39 ft Percent Full 49.01 Critical Slope 0.005511 ft/ft Velocity 4.06 ft/s Velocity Head 0.26 ft Specific Energy 0.58 ft Froude Number 1.42 Maximum Discharge 1.54 cfs Full Flow Capacity 1.43 cfs Full Flow Slope 0.002335 ft/ft Flow is supercritical. 04/30/02 02:25:46 PM Haestad Methcxls, Inc. HOME 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.08 Page 1 of 1 ZONE 3: 8" PVC AT 1.0% Worksheet for Circular Channel IT CO Project Description Project File c:\haestacl\frnw\carisbad.fm2 Worksheet PRIVATE STORM DRAIN SYSTEM Flow Element Circular Channel Method Manning's Fomriula Solve For Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0.011 0.010000 ft/ft 8.00 in 0.98 cfs Results Depth 4.9 in Flow Area 0.22 ft* Wetted Perimeter 1.19 ft Top Width 0.65 ft Critical Depth 0.47 ft Percent Full 60.84 Critical Slope 0.006606 ft/ft Velocity 4.41 ft/s Velocity Head 0.30 ft Specific Energy 0.71 ft Froude Number 1.33 Maximum Discharge 1.54 cfs Full Flow Capacity 1.43 cfs Full Flow Slope 0.004709 ft/ft Flow is supercritical. 04/30/02 02:28:53 PM HOME Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.08 Page 1 of 1 ZONE 4: 8" PVC AT 1.0% Worksheet for Circular Channel Project Description \ Project File c:\haestad\fmw\carisbad.fm2 Worksheet PRIVATE STORM DRAIN SYSTEM Flow Element Circular Channel Method Manning's Fonnula Solve For Channel Depth V) Input Data Mannings Coefficient Channel Slope Diameter Discharge 0.011 0.010000 ft/ft 8.00 in 1.16 cfs Results Depth 5.5 in Flow Area 0.25 ft* Wetted Perimeter 1.30 ft Top Width 0.62 ft Critical Depth 0.51 ft Percent Full 68.42 Critical Slope 0.007565 ft/ft Velocity 4.56 ft/s Velocity Head 0.32 ft Specific Energy 0.78 ft Froude Number 1.25 Maximum Discharge 1.54 cfs Full Flow Capacity 1.43 cfs Full Flow Slope 0.006598 ft/ft Flow is supercritical. 04/30/02 03:11:01 PM Haestad Methods, Inc. HOME 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.08 Page 1 of 1 r )GArED- 46.14) • 45.15) ' 41.31- i6.17) 45.19) f^QP '?EWOVED mouT TELEPt^NE Ri I r ro REMAIN/ • J SDG&E VA JLT,^ Tn ar on nff^ATt TO BE RELOCATED CABLE riSER TO BE rELOCATED EX. WLETN EX. BUILDING J TW 53.00 30' .1 BW 47.67 FG 48.40 \ BW 48.00 EX. BUlLDlfj^ ZONE 6 ^ AREA^O.0400 EX. CONC. DRIVEWAY > am m 54.00 EX. \ CONC. DRIVEWAY 42.75 AREA= FG 5J.40r BW 47.6 ^^^'?^"^C//?F/ACE__ SIX 1" WATER SERVICES "er VCP SEWER MAIN ^ ^0" AC WATER MAIN FL 43.00 I 1 ^ "APPROXIMATELY 3.0 DIA. 5 SINK HOLE I I 3 BASE ELEVAVON^QMT 1 FL 42.50 TW 5J.00 BW 47.67 I e" PVC PIPE AT I^OOX m :^[iw 4O.707 7W 53.0(1 HYDROLOGY MAP SCALE r = 20' o US