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HomeMy WebLinkAboutMing Avenue Drainage Study Drainage Study For: MING AVENUE (S. Allen Road to 1st Project Entrance) Township 30 South, Range 26 East, M.D.B.&M. West Ming Specific Plan City of Bakersfield, County of Kern, State of California Prepared For: Castle & Cooke California, Inc. 10000 Stockdale Highway, Suite 300 Bakersfield, California 93311 (661) 664-6500 Prepared By: 2001 Wheelan Court Bakersfield, California 93309 (661) 834-4814 McIntosh & Associates Project No. 6811.11(46) September 2008 MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc PURPOSE OF STUDY: This study will verify that curb & gutter will convey runoff from a 5-year storm, will design a piping system to convey ten-year runoff, will size gutter inlet openings, and will size temporary retention basins. DESCRIPTION OF WATERSHED: Current Land Use: Vacant farmland, comprised of dirt access road and row crops; Slope is virtually flat, but is slightly westerly. Proposed Land Use: Major Arterial Surrounding Land Use: North: Berrenda Mesa Water Storage District Recharge Ponds East: Existing single-family residential subdivision, across South Allen Road South: Future single-family residential West: Continuation of Major Arterial Watershed Boundary: As shown on the attached “Drainage Study -Sub-Area Exhibit Map” in Appendix “A”. Watershed Location: Ming Avenue, from S. Allen Road, to the first project entrance in the West Ming Specific Plan Plan (approx. distance of 3,925-ft±), in the City of Bakersfield, County of Kern, State of California. METHODOLOGY: Rational Method Drainage Study method as defined within the City of Bakersfield Subdivision and Engineering Design Manual. SUMMARY: Runoff is to be surface-conveyed via Type “B” curb & gutter to Type “A” catch basins. From the inlet structures, the runoff will be conveyed via City-maintained reinforced concrete pipe to temporary retention basins. At the time the adjacent property south of Ming Avenue is developed, the temporary basins will be abandoned, and the runoff will be further conveyed to the ultimate retention facilities. The future facilities and conveyance systems will be designed concurrently with the design of the future subdivisions. Ming Avenue westerly of the future street at Sta. 45+00± will drain through future subdivision(s) via separate storm drain system(s) to the ultimate retention facilities, and is not a part of this Drainage Study. MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc SURFACE FLOWS FOR CURB DEPTH CALCULATIONS Castle & Cooke California, Inc. RATIONAL METHOD DRAINAGE STUDY Date: 09/29/08 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield Job No. 6811.11(46) Ming Avenue (S. Allen Road to 1st Project Entrance) Frequency: 5-year Prepared By: KMc POINT SUB ACREAGE RUN FALL AVERAGE VELOCITY I C FLOW NUMBER AREA SUB-AREA (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS 1 A1 1.396 663.06 3.07 0.46% 10.00 1.50 0.90 1.256 1.88 3.3" Curb Depth at end Curb 2 B1 0.660 354.19 1.01 0.29% 10.00 1.50 0.95 0.627 0.94 3 B2 0.961 770.28 3.74 0.49% 2.30 5.58 15.58 1.17 0.95 0.913 1.540 1.80 CB#4 B3 0.796 630.69 1.58 0.25% 1.95 5.39 20.97 0.98 0.95 0.756 2.296 2.25 4.6" Curb Depth (East) CB#4 CB#4 B4 0.316 250.00 0.63 0.25% 10.00 1.50 0.95 0.300 0.45 2.6" Curb Depth (West) CB#4 CB#7 C1 1.404 757.56 2.01 0.27% 15.45 1.18 0.90 1.264 1.49 3.9" Curb Depth (East) CB#7 CB#7 C2 0.459 250.00 0.63 0.25% 10.00 1.50 0.90 0.413 0.62 2.9" Curb Depth (West) CB#7 CB#3 D1 0.695 550.00 1.38 0.25% 13.57 1.26 0.95 0.660 0.83 3.2" Curb Depth (East) CB#3 CB#3 D2 0.316 250.00 0.63 0.25% 10.00 1.50 0.95 0.300 0.45 2.6" Curb Depth (West) CB#3 CB#6 E1 1.010 550.00 1.38 0.25% 13.22 1.28 0.90 0.909 1.16 3.6" Curb Depth (East) CB#6 CB#6 E2 0.459 250.00 0.63 0.25% 10.00 1.50 0.90 0.413 0.62 2.9" Curb Depth (West) CB#6 CB#2 F1 0.789 625.00 1.56 0.25% 14.46 1.22 0.95 0.750 0.91 3.4" Curb Depth (East) CB#2 CB#2 F2 0.316 250.00 0.63 0.25% 10.00 1.50 0.95 0.300 0.45 2.6" Curb Depth (West) CB#2 CB#5 G1 1.148 625.00 1.56 0.25% 14.03 1.24 0.90 1.033 1.28 3.8" Curb Depth (East) CB#5 CB#5 G2 0.459 250.00 0.63 0.25% 10.00 1.50 0.90 0.413 0.62 2.9" Curb Depth (West) CB#5 CB#1 H1 0.656 475.00 1.19 0.25% 10.96 1.42 0.95 0.623 0.88 3.3" Curb Depth (East) CB#1 CB#1 H2 0.478 385.49 0.96 0.25% 10.00 1.50 0.95 0.454 0.68 3.4" Curb Depth (West) CB#1 4 I1 0.904 497.42 1.36 0.27% 11.00 1.44 0.90 0.814 1.17 3.7" Curb Depth at end Curb 5 J1 0.127 47.12 0.31 0.66% 10.00 1.50 0.95 0.121 0.18 <2" Curb Depth at end Curb TIME (MINUTES) C*A MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\Flow-Calcs-Ming-02.xls Page 1 of 3 SurfaceFlow-5Year MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc SURFACE FLOWS FOR PIPE SIZING CALCULATIONS Castle & Cooke California, Inc. RATIONAL METHOD DRAINAGE STUDY Date: 09/29/08 SURFACE FLOWS FOR CATCH BASIN & PIPE SIZING Location: City of Bakersfield Job No. 6811.11(46) Ming Avenue (S. Allen Road to 1st Project Entrance) Frequency: 10-year Prepared By: KMc POINT SUB ACREAGE RUN FALL AVERAGE VELOCITY I C FLOW NUMBER AREA SUB-AREA (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS 1 A1 1.396 663.06 3.07 0.46% 10.00 1.80 0.90 1.256 2.26 2 B1 0.660 354.19 1.01 0.29% 10.00 1.80 0.95 0.627 1.13 3 B2 0.961 770.28 3.74 0.49% 2.35 5.46 15.46 1.41 0.95 0.913 1.540 2.17 CB#4 B3 0.796 630.69 1.58 0.25% 1.90 5.53 21.00 1.16 0.95 0.756 2.296 2.66 CB#4 Max. Curb Depth = 4.9" CB#4 B4 0.316 250.00 0.63 0.25% 10.00 1.80 0.95 0.300 0.54 Σ at CB#4 B1-B4 2.733 21.00 1.16 2.596 3.01 =Q10 at CB#4 CB#7 C1 1.404 757.56 2.01 0.27% 15.29 1.44 0.90 1.264 1.82 CB#7 Max. Curb Depth = 4.2" CB#7 C2 0.459 250.00 0.63 0.25% 10.00 1.80 0.90 0.413 0.74 Σ at CB#7 C1-C2 1.863 15.29 1.44 1.677 2.41 =Q10 at CB#7 CB#3 D1 0.695 550.00 1.38 0.25% 13.33 1.55 0.95 0.660 1.02 CB#3 Max. Curb Depth = 3.4" CB#3 D2 0.316 250.00 0.63 0.25% 10.00 1.80 0.95 0.300 0.54 Σ at CB#3 D1-D2 1.011 13.33 1.55 0.960 1.49 =Q10 at CB#3 CB#6 E1 1.010 550.00 1.38 0.25% 13.13 1.56 0.90 0.909 1.42 CB#6 Max. Curb Depth = 3.9" CB#6 E2 0.459 250.00 0.63 0.25% 10.00 1.80 0.90 0.413 0.74 Σ at CB#6 E1-E2 1.469 13.13 1.56 1.322 2.06 =Q10 at CB#6 CB#2 F1 0.789 625.00 1.56 0.25% 14.16 1.51 0.95 0.750 1.13 CB#2 Max. Curb Depth = 3.6" CB#2 F2 0.316 250.00 0.63 0.25% 10.00 1.80 0.95 0.300 0.54 Σ at CB#2 F1-F2 1.105 14.16 1.51 1.050 1.59 =Q10 at CB#2 CB#5 G1 1.148 625.00 1.56 0.25% 13.91 1.52 0.90 1.033 1.57 CB#5 Max. Curb Depth = 4.0" CB#5 G2 0.459 250.00 0.63 0.25% 10.00 1.80 0.90 0.413 0.74 Σ at CB#5 G1-G2 1.607 13.91 1.52 1.446 2.20 =Q10 at CB#5 CB#1 H1 0.656 475.00 1.19 0.25% 10.93 1.67 0.95 0.623 1.04 CB#1 Max. Curb Depth = 3.5" CB#1 H2 0.478 385.49 0.96 0.25% 10.00 1.80 0.95 0.454 0.82 Σ at CB#1 H1-H2 1.134 10.93 1.67 1.077 1.80 =Q10 at CB#1 4 I1 0.904 497.42 1.36 0.27% 11.00 1.71 0.90 0.814 1.39 5 J1 0.127 47.12 0.31 0.66% 10.00 1.80 0.95 0.121 0.22 TIME (MINUTES) C*A MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\Flow-Calcs-Ming-02.xls Page 2 of 3 SurfaceFlow-10Year MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc PIPING SYSTEM LAYOUT MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc PIPE FLOW CALCULATIONS Castle & Cooke California, Inc. RATIONAL METHOD DRAINAGE STUDY Date: 09/29/08 PIPE FLOWS Location: City of Bakersfield Job No. 6811.11(46) Ming Avenue (S. Allen Road to 1st Project Entrance) Frequency: 10-year Prepared By: KMc RUN FALL PIPE VELOCITY I C FLOW FROM TO ACREAGE (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS surface CB#4 2.733 21.00 1.16 2.596 3.01 CB#4; W=4.5 ft CB#4 MH#7 2.733 86.42 0.17 0.20% 2.82 0.51 21.51 1.14 2.596 2.96 18" RCP at 0.20%; 58.2% Full surface CB#7 1.863 15.29 1.44 1.677 2.41 CB#7; W=5.0 ft CB#7 MH#7 1.863 10.42 0.02 0.20% 2.68 0.06 15.35 1.43 1.677 2.40 18" RCP at 0.20%; 50.8% Full Σ at MH#7 4.596 21.51 1.14 4.273 4.87 MH#7 MH#6 4.596 400.00 0.80 0.20% 3.02 2.21 23.72 1.07 4.273 4.57 18" RCP at 0.20%; 85.7% Full MH#6 MH#5 4.596 400.00 0.80 0.20% 3.03 2.20 25.92 1.00 4.273 4.27 18" RCP at 0.20%; 79.6% Full surface CB#3 1.011 13.33 1.55 0.960 1.49 CB#3; W=4.0 ft CB#3 MH#5 1.011 86.42 0.17 0.20% 2.36 0.61 13.94 1.51 0.960 1.45 18" RCP at 0.20%; 38.7% Full surface CB#6 1.469 13.13 1.56 1.322 2.06 CB#6; W=4.5 ft CB#6 MH#5 1.469 10.42 0.02 0.20% 2.57 0.07 13.20 1.51 1.322 2.00 18" RCP at 0.20%; 46.3% Full Σ at MH#5 7.076 25.92 1.00 6.555 6.56 MH#5 MH#4 7.076 437.50 0.88 0.20% 3.43 2.13 28.04 0.95 6.555 6.23 24" RCP at 0.20%; 58.6% Full MH#4 MH#3 7.076 437.50 0.88 0.20% 3.39 2.15 30.20 0.91 6.555 5.97 24" RCP at 0.20%; 56.7% Full surface CB#2 1.105 14.16 1.51 1.050 1.59 CB#2; W=4.0 ft CB#2 MH#3 1.105 86.42 0.17 0.20% 2.40 0.60 14.76 1.46 1.050 1.53 18" RCP at 0.20%; 40.1% Full surface CB#5 1.607 13.91 1.52 1.446 2.20 CB#5; W=4.5 ft CB#5 MH#3 1.607 10.42 0.02 0.20% 2.62 0.07 13.98 1.51 1.446 2.18 18" RCP at 0.20%; 48.1% Full Σ at MH#3 9.788 30.20 0.91 9.051 8.24 MH#3 MH#2 9.788 371.15 0.74 0.20% 3.59 1.72 31.92 0.87 9.051 7.87 24" RCP at 0.20%; 68.8% Full MH#2 MH#1 9.788 371.15 0.74 0.20% 3.56 1.74 33.66 0.83 9.051 7.51 24" RCP at 0.20%; 66.3% Full surface CB#1 1.134 10.93 1.67 1.077 1.80 CB#1; W=4.5 ft CB#1 MH#1 1.134 88.13 0.18 0.20% 2.48 0.59 11.52 11.52 1.62 1.077 1.74 18" RCP at 0.20%; 42.9% Full Σ at MH#1 10.922 33.66 0.83 10.128 8.41 MH#1 Outlet 10.922 81.00 16.20 20.00% 3.60 0.38 34.03 0.83 10.128 8.41 24" RCP at 0.20%; 69.6% Full TIME (MINUTES) C*A MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-S tudy\Flow-Calcs-Ming_02.xls Page 1 of 1 PipeFlow-10Year MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc MANNING PIPE CALCULATIONS Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 3.01 ft³/s Results Normal Depth 0.87 ft Flow Area 1.07 ft² Wetted Perimeter 2.60 ft Top Width 1.48 ft Critical Depth 0.66 ft Percent Full 58.2 % Critical Slope 0.00513 ft/ft Velocity 2.82 ft/s Velocity Head 0.12 ft Specific Energy 1.00 ft Froude Number 0.59 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00082 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 58.20 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.87 ft Critical Depth 0.66 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00513 ft/ft Worksheet for CB#4-MH#7 9/18/2008 4:26:21 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 2.41 ft³/s Results Normal Depth 0.76 ft Flow Area 0.90 ft² Wetted Perimeter 2.38 ft Top Width 1.50 ft Critical Depth 0.59 ft Percent Full 50.8 % Critical Slope 0.00501 ft/ft Velocity 2.68 ft/s Velocity Head 0.11 ft Specific Energy 0.87 ft Froude Number 0.61 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00053 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.76 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.76 ft Critical Depth 0.59 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00501 ft/ft Worksheet for CB#7-MH#7 9/18/2008 4:27:48 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 4.87 ft³/s Results Normal Depth 1.29 ft Flow Area 1.61 ft² Wetted Perimeter 3.55 ft Top Width 1.05 ft Critical Depth 0.85 ft Percent Full 85.7 % Critical Slope 0.00572 ft/ft Velocity 3.02 ft/s Velocity Head 0.14 ft Specific Energy 1.43 ft Froude Number 0.43 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00215 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 85.73 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.29 ft Critical Depth 0.85 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00572 ft/ft Worksheet for MH#7-MH#6 9/18/2008 4:31:23 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 4.57 ft³/s Results Normal Depth 1.19 ft Flow Area 1.51 ft² Wetted Perimeter 3.31 ft Top Width 1.21 ft Critical Depth 0.82 ft Percent Full 79.6 % Critical Slope 0.00561 ft/ft Velocity 3.03 ft/s Velocity Head 0.14 ft Specific Energy 1.34 ft Froude Number 0.48 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00189 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 79.63 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.19 ft Critical Depth 0.82 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00561 ft/ft Worksheet for MH#6=MH#5 9/18/2008 4:31:45 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 1.49 ft³/s Results Normal Depth 0.58 ft Flow Area 0.63 ft² Wetted Perimeter 2.01 ft Top Width 1.46 ft Critical Depth 0.46 ft Percent Full 38.7 % Critical Slope 0.00490 ft/ft Velocity 2.36 ft/s Velocity Head 0.09 ft Specific Energy 0.67 ft Froude Number 0.63 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00020 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 38.71 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.58 ft Critical Depth 0.46 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00490 ft/ft Worksheet for CB#3-MH#5 9/18/2008 4:32:09 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 2.06 ft³/s Results Normal Depth 0.69 ft Flow Area 0.80 ft² Wetted Perimeter 2.25 ft Top Width 1.50 ft Critical Depth 0.54 ft Percent Full 46.3 % Critical Slope 0.00496 ft/ft Velocity 2.57 ft/s Velocity Head 0.10 ft Specific Energy 0.80 ft Froude Number 0.62 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00038 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 46.33 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.69 ft Critical Depth 0.54 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00496 ft/ft Worksheet for CB#6-MH#5 9/18/2008 4:32:32 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 2.00 ft Discharge 6.56 ft³/s Results Normal Depth 1.17 ft Flow Area 1.91 ft² Wetted Perimeter 3.49 ft Top Width 1.97 ft Critical Depth 0.91 ft Percent Full 58.6 % Critical Slope 0.00471 ft/ft Velocity 3.43 ft/s Velocity Head 0.18 ft Specific Energy 1.36 ft Froude Number 0.61 Maximum Discharge 10.88 ft³/s Discharge Full 10.12 ft³/s Slope Full 0.00084 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 58.64 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.17 ft Critical Depth 0.91 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00471 ft/ft Worksheet for MH#5-MH#4 9/18/2008 4:32:55 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 2.00 ft Discharge 6.23 ft³/s Results Normal Depth 1.13 ft Flow Area 1.84 ft² Wetted Perimeter 3.41 ft Top Width 1.98 ft Critical Depth 0.88 ft Percent Full 56.7 % Critical Slope 0.00467 ft/ft Velocity 3.39 ft/s Velocity Head 0.18 ft Specific Energy 1.31 ft Froude Number 0.62 Maximum Discharge 10.88 ft³/s Discharge Full 10.12 ft³/s Slope Full 0.00076 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 56.75 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.13 ft Critical Depth 0.88 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00467 ft/ft Worksheet for MH#4-MH#3 9/18/2008 4:33:19 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 1.59 ft³/s Results Normal Depth 0.60 ft Flow Area 0.66 ft² Wetted Perimeter 2.06 ft Top Width 1.47 ft Critical Depth 0.47 ft Percent Full 40.1 % Critical Slope 0.00491 ft/ft Velocity 2.40 ft/s Velocity Head 0.09 ft Specific Energy 0.69 ft Froude Number 0.63 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00023 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 40.10 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.60 ft Critical Depth 0.47 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00491 ft/ft Worksheet for CB#2-MH#3 9/18/2008 4:33:42 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 2.20 ft³/s Results Normal Depth 0.72 ft Flow Area 0.84 ft² Wetted Perimeter 2.30 ft Top Width 1.50 ft Critical Depth 0.56 ft Percent Full 48.1 % Critical Slope 0.00498 ft/ft Velocity 2.62 ft/s Velocity Head 0.11 ft Specific Energy 0.83 ft Froude Number 0.62 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00044 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 48.11 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.72 ft Critical Depth 0.56 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00498 ft/ft Worksheet for CB#5-MH#3 9/18/2008 4:34:05 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 2.00 ft Discharge 8.24 ft³/s Results Normal Depth 1.37 ft Flow Area 2.30 ft² Wetted Perimeter 3.90 ft Top Width 1.86 ft Critical Depth 1.02 ft Percent Full 68.6 % Critical Slope 0.00492 ft/ft Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 1.57 ft Froude Number 0.57 Maximum Discharge 10.88 ft³/s Discharge Full 10.12 ft³/s Slope Full 0.00133 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 68.56 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.37 ft Critical Depth 1.02 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00492 ft/ft Worksheet for MH#3-MH#2 9/18/2008 4:34:28 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 2.00 ft Discharge 7.87 ft³/s Results Normal Depth 1.33 ft Flow Area 2.21 ft² Wetted Perimeter 3.81 ft Top Width 1.89 ft Critical Depth 1.00 ft Percent Full 66.3 % Critical Slope 0.00487 ft/ft Velocity 3.56 ft/s Velocity Head 0.20 ft Specific Energy 1.52 ft Froude Number 0.58 Maximum Discharge 10.88 ft³/s Discharge Full 10.12 ft³/s Slope Full 0.00121 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 66.29 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.33 ft Critical Depth 1.00 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00487 ft/ft Worksheet for MH#2-MH#1 9/18/2008 4:34:49 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 1.50 ft Discharge 1.80 ft³/s Results Normal Depth 0.64 ft Flow Area 0.72 ft² Wetted Perimeter 2.14 ft Top Width 1.48 ft Critical Depth 0.50 ft Percent Full 42.9 % Critical Slope 0.00493 ft/ft Velocity 2.48 ft/s Velocity Head 0.10 ft Specific Energy 0.74 ft Froude Number 0.63 Maximum Discharge 5.05 ft³/s Discharge Full 4.70 ft³/s Slope Full 0.00029 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 42.92 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.64 ft Critical Depth 0.50 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00493 ft/ft Worksheet for CB#1-MH#1 9/18/2008 4:35:11 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00200 ft/ft Diameter 2.00 ft Discharge 8.41 ft³/s Results Normal Depth 1.39 ft Flow Area 2.33 ft² Wetted Perimeter 3.95 ft Top Width 1.84 ft Critical Depth 1.03 ft Percent Full 69.6 % Critical Slope 0.00495 ft/ft Velocity 3.60 ft/s Velocity Head 0.20 ft Specific Energy 1.59 ft Froude Number 0.56 Maximum Discharge 10.88 ft³/s Discharge Full 10.12 ft³/s Slope Full 0.00138 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 69.62 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.39 ft Critical Depth 1.03 ft Channel Slope 0.00200 ft/ft Critical Slope 0.00495 ft/ft Worksheet for MH#1-Outlet 9/29/2008 8:49:11 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 McIntosh & Associates MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc JUNCTION LOSS CALCULATIONS Castle & Cooke California, Inc. JUNCTION LOSS CALCULATIONS Date: Ming Avenue (S. allen Road to 1st Project Entrance) Job No. 6811.11(46) Prepared By: KMc DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) Q4 = 8.41 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.74 cfs V4 = 3.60 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.48 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 11.3 ° DELTA HGL = [( 8.41 )( 3.60 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 7.51 )( 3.56 )( cos 90 °)+( 1.74 )( 2.48 )( cos 11.3 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 7.51 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 7.87 cfs V4 = 3.56 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.59 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 0° DELTA HGL = [( 7.51 )( 3.56 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 7.87 )( 3.59 )( cos 0 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q4 = 8.24 cfs Q3 = 2.18 cfs Q2 = cfs Q1 = 5.97 cfs V4 = 3.59 ft/s V3 = 2.62 ft/s V2 = ft/s V1 = 3.39 ft/s A4 = 3.142 ft2 A3 = 1.767 ft2 A2 = ft2 A1 = 3.142 ft2 g = 32.2 ft/s2 Ø3 = 90 ° Ø2 = ° Ø1 = 0 ° DELTA HGL = [( 8.24 )( 3.59 )]-[( 2.18 )( 2.62 )( cos 90 °)+( 1.53 )( 2.40 )( cos 90 °)+( 5.97 )( 3.39 )( cos 0 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q4 = 5.97 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 6.23 cfs V4 = 3.39 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.43 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 0° DELTA HGL = [( 5.97 )( 3.39 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 6.23 )( 3.43 )( cos 0 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft MH#1 MH#2 MH#3 MH#4 09/29/08 0.00 0.00 0.000 1.767 90 (1.13) (0.01) 0 9.34 0.09 101.17 26.04 0.33 1.53 2.40 101.17 79.03 0.00 0.00 0.0000 (1.52) (0.02) 101.17 7.51 3.56 3.142 90 MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\Junct-Loss-Calcs-Ming_02.xls Page 1 of 2 Junction-Loss-Calcs Castle & Cooke California, Inc. JUNCTION LOSS CALCULATIONS Date: Ming Avenue (S. allen Road to 1st Project Entrance) Job No. 6811.11(46) Prepared By: KMc DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 09/29/08 Q4 = 6.56 cfs Q3 = 1.45 cfs Q2 = cfs Q1 = 4.27 cfs V4 = 3.43 ft/s V3 = 2.36 ft/s V2 = ft/s V1 = 3.03 ft/s A4 = 3.142 ft2 A3 = 1.767 ft2 A2 = ft2 A1 = 1.767 ft2 g = 32.2 ft/s2 Ø3 = 90 ° Ø2 = ° Ø1 = 0 ° DELTA HGL = [( 6.56 )( 3.43 )]-[( 1.45 )( 2.36 )( cos 90 °)+( 2.00 )( 2.57 )( cos 90 °)+( 4.27 )( 3.03 )( cos 0 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 4.27 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 4.57 cfs V4 = 3.03 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.02 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 0° DELTA HGL = [( 4.27 )( 3.03 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 4.57 )( 3.02 )( cos 0 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 4.87 4.87 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.96 cfs V4 = 3.02 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.82 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 90 ° DELTA HGL = [( 4.87 )( 3.02 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 2.40 )( 2.68 )( cos 90 °)+( 2.96 )( 2.82 )( cos 90 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft MH#5 MH#6 MH#7 56.90 1.767 90 14.71 0.26 56.90 2.40 2.68 0.0000 (0.86) (0.02) 79.03 0.00 0.00 2.57 1.767 90 9.56 0.12 2.00 MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final -Study\Junct-Loss-Calcs-Ming_02.xls Page 2 of 2 Junction-Loss-Calcs MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc HYDRAULIC GRADE LINE CALCULATIONS Castle & Cooke California, Inc. HYDRAULIC GRADE LINE CALCULATIONS Date: 09/29/08 Ming Avenue (S. Allen Road to 1st Project Entrance) Job No.6811.11(46) Prepared By: KMc Q10 RUN VELOCITY K-V2 CHANGE H.G.L. AT FROM (CFS) (FEET) (FT/SEC) FACTOR 2G IN H.G.L. ELEVATION Temp Sump at Half Full 351.40 Outlet 3.60 1.00 0.20 0.20 351.60 Outlet MH#1 12.76 69.00 3.60 0.09 351.69 MH#1 0.33 352.02 MH#1 CB#1 1.80 88.13 2.48 0.11 352.13 CB#1 2.48 1.20 0.10 0.11 352.25 < MH#1 MH#2 7.87 371.15 3.56 0.65 352.67 MH#2 (0.02) 352.65 MH#2 MH#3 8.24 371.15 3.59 0.66 353.31 MH#3 0.09 353.40 MH#3 CB#2 1.59 86.42 2.40 0.10 353.50 CB#2 2.40 1.20 0.09 0.11 353.61 < MH#3 CB#5 2.20 10.42 2.62 0.01 353.41 CB#5 2.62 1.20 0.11 0.13 353.54 < MH#3 MH#4 6.23 437.50 3.39 0.69 354.09 MH#4 (0.01) 354.08 MH#4 MH#5 6.56 437.50 3.43 0.71 354.79 MH#5 0.12 354.91 MH#5 CB#3 1.49 86.42 2.36 0.10 355.01 CB#3 2.36 1.20 0.09 0.10 355.11 < MH#5 CB#6 2.06 10.42 2.57 0.01 354.93 CB#6 2.57 1.20 0.10 0.12 355.05 < MH#5 MH#6 4.57 400.00 3.03 0.74 355.66 MH#6 (0.02) 355.64 MH#6 MH#7 4.87 400.00 3.02 0.74 356.37 MH#7 0.26 356.63 MH#7 CB#4 3.01 86.42 2.82 0.14 356.77 CB#4 2.82 1.20 0.12 0.15 356.92 < MH#7 CB#7 2.41 10.42 2.68 0.02 356.65 CB#7 2.68 1.20 0.11 0.13 356.78 < Factors Applied to Velocity Head: Pipe Losses Calculated by manning's Formula: K-Factor for Outlet Structure = 1.0 HGL = 2.87n2lv2d-4/3 K-Factor for Intlet Structure = 1.2 where: n = 0.011 for plastic pipe n = 0.013 for concrete pipe Inlet Normal Delta Delta l = pipe length (feet) No. Flowline HGL FL -HGL Allowed Okay? v = velocity (ft/sec) CB#1 357.56 352.25 5.31 > 0.50 Yes d = pipe diameter (feet) CB#2 358.12 353.61 4.51 > 0.50 Yes CB#3 359.68 355.11 4.57 > 0.50 Yes CB#4 359.80 356.92 2.88 > 0.50 Yes CB#5 358.12 353.54 4.58 > 0.50 Yes CB#6 359.05 355.05 4.00 > 0.50 Yes CB#7 359.80 356.78 3.02 > 0.50 Yes ARRIVING PIPE DIA (FEET) 2.5 1.5 2.0 2.0 1.5 1.5 2.0 2.0 1.5 1.5 1.5 1.5 1.5 1.5 MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\HGL-Calcs-Ming_02.xPlsage 1 of 1 HGL-Calcs MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc CATCH BASIN SIZING Castle & Cooke California, Inc. CATCH BASIN SIZING Date: 09/29/08 Ming Avenue (S. Allen Road to 1st Project Entrance) Job No. 6811.11(46) Prepared By: KMc H h Required Design Max 10-yr Height of H Capacity Q10 Length Length CB # depth (in) Opening (in) h (cfs/ft)* (cfs) (ft)** (ft) 1 3.5 6.0 0.58 0.40 1.80 4.50 4.5 2 3.6 6.0 0.60 0.42 1.59 3.79 4.0 3 3.4 6.0 0.57 0.38 1.49 3.92 4.0 4 4.9 6.0 0.82 0.67 3.01 4.49 4.5 5 4.0 6.0 0.67 0.50 2.20 4.40 4.5 6 3.9 6.0 0.65 0.47 2.06 4.38 4.5 7 4.2 6.0 0.70 0.53 2.41 4.55 5.0 * Capacity from "Nomograph for Capacity of Curb Opening Intake at Low Point", Urban Design Standards Manual. ** Required Length = Q10 (cfs) Capacity (cfs/ft) MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\Catch-Basin-Sizing-MPinga_g0e2. x1ls of 1 CB-Sizes URBAN DESIGN STANDARDS MANUAL CHAPTER 2 -STORM WATER MANAGEMENT AND DRAINAGE SECTION 5 -STORM SEWER INTAKES/MANHOLES 89 10/18/2005 FIGURE 5.6 -CAPACITY OF CURB OPENING INTAKE AT LOW POINT .82 .67 .65 .58 .57 0.47 CB#6 0.50 CB#5 0.53 CB#7 0.67 CB#4 0.42 CB#2 0.40 CB#1 0.38 CB#3 Ming Avenue (S. Allen Road to 1st Project Entrance) MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc TEMPORARY BASIN SIZING Castle & Cooke California, Inc. RETENTION BASIN SIZING CALCULATIONS Date: 09/29/08 Ming Avenue (S. Allen Road to 1st Project Entrance) Job No. 6811.11(46) Prepared By: KMc TEMP. SUMP "A" AT FUTURE STREET (Ming Avenue Sta. 45+00±): VOL. REQ = 0.15 * Σ( C * A ) Ming Avenue (north half) Ming Avenue (south half) Σ(C*A)= VOL. REQ = 0.15 * Σ( C * A ) VOL. REQ = 0.15 * 11.158 VOL. REQ = 1.67 Ac-Ft VOL. REQ = 72,903 Ft3 VOL. PROV. = [Max. Water Depth] *[ (Area Top) + 4.00 * (Area Mid) + (Area Bott) ]* 1/6 VOL. PROV. = 4.0 *[ 21,424 + 4.00 * 18,941 + 16,569 ]* 1/6 VOL. PROV. = 75,838 Ft3 VOL. PROV. = 1.74 Ac-Ft TEMP. SUMP "B" AT FUTURE STREET (Ming Avenue Sta. 77+00±): VOL. REQ = 0.15 * Σ( C * A ) Ming Avenue (south half) Σ(C*A)= VOL. REQ = 0.15 * Σ( C * A ) VOL. REQ = 0.15 * 1.256 VOL. REQ = 0.19 Ac-Ft VOL. REQ = 8,209 Ft3 VOL. PROV. = [Max. Water Depth] *[ (Area Top) + 4.00 * (Area Mid) + (Area Bott) ]* 1/6 VOL. PROV. = 1.5 *[ 6,552 + 4.00 * 5,712 + 3,990 ]* 1/6 VOL. PROV. = 8,348 Ft3 VOL. PROV. = 0.19 Ac-Ft LOCATION AREA (ac) 6.089 5.970 C*A 5.785 5.373 LOCATION AREA (ac) C*A C-VALUE 0.95 0.90 11.158 C-VALUE 0.90 1.256 1.396 1.256 MCINTOSH & ASSOCIATES, Civil Engineers & Land Surveyors, 2001 Wheelan Court, Bakersfield, California 93309 Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\F inal-Study\Sump-Sizing-Calcs-Ming_02.xls Page 1 of 2 Sump-Calcs MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc INTENSITY VS. DURATION CURVES MING AVENUE (S. Allen Road to 1st Project Entrance) DRAINAGE STUDY KMc>Q:\PROJECTS\681111\studies\DRAINAGE\Ming-Avenue\Final-Study\681111DS02_Ming.doc APPENDIX “A” SUB-AREA EXHIBIT MAPS for MING AVENUE