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HomeMy WebLinkAboutPM 10781 Grand Island Village Drainage Study Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx PURPOSE OF STUDY: This study is being submitted in conjunction with the development of the Grand Island Village shopping center, located at the northwest corner of Ming Avenue and Buena Vista Road, in the City of Bakersfield. DESCRIPTION OF WATERSHED: Current Land Use: Vacant land, seasonally covered with native vegetation; terrain is generally flat. Proposed Land Use: The Grand Island Village shopping center will be developed as a commercial/retail shopping center. Surrounding Land Use: North: Existing Single Family Residential, and Existing COB Police & Fire Stations East: Existing Single Family Residential, across Buena Vista Road South: Existing Single Family Residential, across Ming Avenue West: Existing Single Family Residential Watershed Boundary: Grand Island Village Shopping Center, plus the west half of the Buena Vista Road rightof-way way between the northerly boundary of GIV and Deer Peak Drive. Watershed Location: Northwest corner of Ming Avenue and Buena Vista Road, 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: This study will verify that curb & gutter will convey runoff from a 5-year storm without overtopping, will design a piping system to convey runoff from a 10-year storm to an existing retention basin, and will size catch basin openings and drop inlet sizes for a 10-year storm. Runoff is to be conveyed either via Type “B” curb & gutter and 4-ft wide “V”-gutters, or by sheet flow across paved parking areas, to Type “A” catch basins and/or Christy drop inlet structures. From the inlet structures, the runoff will be conveyed via PVC pipe (on private property), or via reinforced concrete pipe (within COB right-of-way), to tie into the existing COB RCP piping system located located at the southwest corner of the project site on Ming Avenue. The existing pipe will further convey the runoff to the existing terminal facility, being the existing drainage retention basin located at the northeast corner of Ming Avenue and River Run Boulevard, which is sized and constructed to accommodate runoff from the Grand Island Village project. Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx SUB-AREA STATISTICS CITY OF BAKERSFIELD 12/01/09 SUB-AREA STATISTICS GRAND ISLAND VILLAGE *Indicates Initial Sub-Area WATERSHED SUB-AREA C-VALUE ACREAGE (ac)LENGTH (feet) FALL (feet) AVG. SLOPE A1* 0.95 0.092 ---------A2 0.95 0.035 59 3.45 5.85% B1* 0.95 0.092 ---------B2 0.90 0.155 143 2.15 1.50% B3* 0.90 0.153 ---------C1* 0.90 0.263 ---------C2* 0.90 0.149 ---------D1* 0.95 0.032 ---------D2 0.90 0.036 95 0.69 0.73% D3* 0.90 0.026 ---------E1* 0.95 0.084 ---------E2 0.90 0.372 122 2.28 1.87% E3* 0.95 0.026 ---------F1* 0.95 0.133 ---------F2 0.90 0.344 127 2.58 2.03% G1* 0.95 0.089 ---------G2* 0.95 0.021 ---------G3 0.90 0.074 58 0.59 1.02% H1* 0.95 0.057 ---------H2* 0.95 0.012 ---------H3 0.90 0.339 150 3.58 2.39% H4* 0.95 0.065 ---------H5 0.90 0.211 117 2.11 1.80% I1* 0.95 0.062 ---------I2 0.90 0.293 120 2.15 1.79% J1* 0.95 0.012 ---------J2* 0.95 0.054 ---------J3 0.90 0.273 131 2.23 1.70% J4* 0.90 0.195 ---------K1* 0.95 0.075 ---------K2 0.90 0.310 270 2.41 0.89% K3 0.90 0.062 43 0.56 1.30% K4* 0.90 0.079 ---------L1* 0.90 0.153 ---------L2 0.90 0.111 61 0.48 0.79% L3 0.90 0.254 140 0.43 0.31% L4* 0.90 0.046 ---------M1* 0.95 0.052 ---------M2 0.90 0.043 131 0.67 0.51% M3* 0.90 0.020 ---------N1* 0.95 0.028 ---------N2 0.90 0.320 96 2.24 2.33% O O1 0.90 0.323 ---------P1* 0.95 0.075 ---------P2 0.90 0.067 144 1.39 0.97% P3* 0.90 0.021 ---------MNPGHIJKLABCDEF KMc>U:\Grand Island Village\Drainage-Study\02-GIV-SubArea-Stats >GIV-PDF Page 1 of 2 CITY OF BAKERSFIELD 12/01/09 SUB-AREA STATISTICS GRAND ISLAND VILLAGE *Indicates Initial Sub-Area WATERSHED SUB-AREA C-VALUE ACREAGE (ac)LENGTH (feet) FALL (feet) AVG. SLOPE Q1* 0.95 0.076 ---------Q2 0.90 0.377 200 3.87 1.94% Q3* 0.95 0.026 ---------Q4 0.90 0.207 121 3.09 2.55% R1* 0.95 0.077 ---------R2 0.90 0.347 262 2.52 0.96% R3* 0.90 0.071 ---------S1* 0.95 0.025 ---------S2 0.90 0.193 102 1.33 1.30% T1* 0.95 0.046 ---------T2 0.90 0.091 187 1.33 0.71% T3* 0.90 0.029 ---------U1* 0.90 0.533 ---------U2 0.90 0.412 232 0.92 0.40% U3 0.90 0.443 234 0.61 0.26% U4* 0.90 0.079 ---------V1* 0.95 0.016 ---------V2 0.90 0.156 139 1.74 1.25% V3* 0.90 0.078 ---------W1* 0.95 0.211 ---------W2 0.95 0.281 213 1.11 0.52% W3 0.90 0.251 238 0.73 0.31% W4* 0.95 0.145 ---------W5* 0.95 0.095 ---------W6 0.90 0.343 264 0.67 0.25% W7* 0.95 0.145 ---------W8 0.90 0.271 220 0.56 0.25% W9* 0.90 0.104 ---------X1* 0.95 0.019 ---------X2* 0.95 0.052 ---------X3 0.90 0.065 58 0.58 1.00% Y1* 0.95 0.054 ---------Y2 0.90 0.129 155 1.96 1.26% Y3* 0.90 0.071 ---------Z1* 0.95 0.055 ---------Z2 0.90 0.161 154 1.59 1.03% AA1* 0.95 0.041 ---------AA2 0.90 0.337 193 1.84 0.95% AA3* 0.95 0.035 ---------AA4 0.90 0.313 170 1.84 1.08% BB1* 0.90 0.139 ---------BB2* 0.90 0.074 ---------Total Project Gross Drainage Acreage: 12.461 Z AA CC TUVWXYQRS KMc>U:\Grand Island Village\Drainage-Study\02-GIV-SubArea-Stats >GIV-PDF Page 2 of 2 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx DRAINAGE SUB-AREA MAP Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx 5-YEAR SURFACE FLOWS FOR CURB DEPTH CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-5Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 5-year 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 0.092 10.00 1.50 0.95 0.087 0.13 DI#14 A2 0.035 59 3.45 5.85% 3.70 0.27 10.27 1.48 0.95 0.033 0.121 0.18 <2" Ponding Depth Σ at DI#14 A1-A2 0.127 10.27 1.48 0.121 0.18 = Q5 at DI#14 2 B1 0.092 10.00 1.50 0.95 0.087 0.13 DI#13 B2 0.155 143 2.15 1.50% 2.25 1.06 11.06 1.43 0.90 0.140 0.227 0.33 2.1" Ponding Depth DI#13 B3 0.153 10.00 1.50 0.90 0.138 0.21 Σ at DI#13 B1-B3 0.400 11.06 1.43 0.365 0.53 = Q5 at DI#13 CB#14 C1 0.263 10.00 1.50 0.90 0.237 0.36 2.4" Curb Depth CB#14 C2 0.149 10.00 1.50 0.90 0.134 0.20 Σ at CB#14 C1-C2 0.412 10.00 1.50 0.371 0.56 = Q5 at CB#14 3 D1 0.032 10.00 1.50 0.95 0.030 0.05 CB#13 D2 0.036 95 0.69 0.73% 1.65 0.96 10.96 1.43 0.90 0.032 0.063 0.09 <2" Curb Depth CB#13 D3 0.026 10.00 1.50 0.90 0.023 0.04 Σ at CB#13 D1-D3 0.094 10.96 1.43 0.086 0.12 = Q5 at CB#13 2 E1 0.084 10.00 1.50 0.95 0.080 0.12 DI#12 E2 0.372 122 2.28 1.87% 2.40 0.85 10.85 1.44 0.90 0.335 0.415 0.60 2.3" Ponding Depth 4 E3 0.026 10.00 1.50 0.95 0.025 0.04 Σ at DI#12 E1-E3 0.482 10.85 1.44 0.439 0.64 = Q5 at DI#12 5 F1 0.133 10.00 1.50 0.95 0.126 0.19 DI#11 F2 0.344 127 2.58 2.03% 1.10 1.92 11.92 1.37 0.90 0.310 0.436 0.60 2.3" Ponding Depth Σ at DI#11 F1-F2 0.477 11.92 1.37 0.436 0.60 = Q5 at DI#11 6 G1 0.089 10.00 1.50 0.95 0.085 0.13 DI#10 G3 0.074 58 0.59 1.02% 0.92 1.05 11.05 1.43 0.90 0.067 0.151 0.22 2.2" Ponding Depth 7 G2 0.021 10.00 1.50 0.95 0.020 0.03 Σ at DI#10 G1-G3 0.184 11.05 1.43 0.171 0.25 = Q5 at DI#10 TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-5Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 5-year 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 TIME (MINUTES) C*A 7 H2 0.012 10.00 1.50 0.95 0.011 0.02 5 H1 0.057 10.00 1.50 0.95 0.054 0.08 DI#9 H3 0.339 150 3.58 2.39% 2.55 0.98 10.98 1.43 0.90 0.305 0.371 0.53 <2" Ponding Depth 8 H4 0.065 10.00 1.50 0.95 0.062 0.09 DI#9 H5 0.211 117 2.11 1.80% 2.35 0.83 10.83 1.44 0.90 0.190 0.252 0.37 Σ at DI#9 H1-H5 0.684 10.98 1.43 0.622 0.90 = Q5 at DI#9 9 I1 0.062 10.00 1.50 0.95 0.059 0.09 DI#8 I2 0.293 120 2.15 1.79% 2.35 0.85 10.85 1.44 0.90 0.264 0.323 0.47 2.1" Ponding Depth Σ at DI#8 I1-I2 0.355 10.85 1.44 0.323 0.47 = Q5 at DI#8 10 J2 0.054 10.00 1.50 0.95 0.051 0.08 9 J1 0.012 10.00 1.50 0.95 0.011 0.02 DI#7 J3 0.273 131 2.23 1.70% 2.25 0.97 10.97 1.43 0.90 0.246 0.308 0.44 <2" Ponding Depth DI#7 J4 0.195 10.00 1.50 0.90 0.176 0.27 Σ at DI#7 J1-J4 0.534 10.97 1.43 0.484 0.70 = Q5 at DI#7 11 K1 0.075 10.00 1.50 0.95 0.071 0.11 12 K2 0.310 270 2.41 0.89% 1.75 2.57 12.57 1.34 0.90 0.279 0.350 0.47 CB#12 K3 0.062 43 0.56 1.30% 2.55 0.28 12.85 1.32 0.90 0.056 0.406 0.54 2.0" Curb Depth CB#12 K4 0.079 10.00 1.50 0.90 0.071 0.11 Σ at CB#12 K1-K4 0.526 12.85 1.32 0.477 0.64 = Q5 at CB#12 13 L1 0.153 10.00 1.50 0.90 0.138 0.21 14 L2 0.111 61 0.48 0.79% 1.75 0.58 10.58 1.45 0.90 0.100 0.238 0.35 CB#10 L3 0.254 140 0.43 0.31% 1.38 1.69 12.27 1.35 0.90 0.229 0.466 0.63 3.0" Curb Depth CB#10 L4 0.046 10.00 1.50 0.90 0.041 0.06 Σ at CB#10 L1-L4 0.564 12.27 1.35 0.508 0.69 = Q5 at CB#10 3 M1 0.052 10.00 1.50 0.95 0.049 0.07 CB#11 M2 0.043 131 0.67 0.51% 1.45 1.51 11.51 1.39 0.90 0.039 0.088 0.12 <2" Curb Depth CB#11 M3 0.020 10.00 1.50 0.90 0.018 0.03 Σ at CB#11 M1-M3 0.115 11.51 1.39 0.106 0.15 = Q5 at CB#11 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-5Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 5-year 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 TIME (MINUTES) C*A 4 N1 0.028 10.00 1.50 0.95 0.027 0.04 DI#6 N2 0.320 96 2.24 2.33% 2.50 0.64 10.64 1.45 0.90 0.288 0.315 0.46 <2" Ponding Depth Σ at DI#6 N1-N2 0.348 10.64 1.45 0.315 0.46 = Q5 at DI#6 DI#5 O1 0.323 10.00 1.50 0.90 0.291 0.44 <2" Ponding Depth Σ at DI#5 O1 0.323 10.00 1.50 0.291 0.44 = Q5 at DI#5 15 P1 0.075 10.00 1.50 0.95 0.071 0.11 CB#9 P2 0.067 144 1.39 0.97% 1.90 1.26 11.26 1.41 0.90 0.060 0.132 0.19 <2" Curb Depth CB#9 P3 0.021 10.00 1.50 0.90 0.019 0.03 Σ at CB#9 P1-P3 0.163 11.26 1.41 0.150 0.21 = Q5 at CB#9 16 Q1 0.076 10.00 1.50 0.95 0.072 0.11 DI#2 Q2 0.377 200 3.87 1.94% 2.40 1.39 11.39 1.40 0.90 0.339 0.412 0.58 2.0" Ponding Depth 17 Q3 0.026 10.00 1.50 0.95 0.025 0.04 DI#2 Q4 0.207 121 3.09 2.55% 2.65 0.76 10.76 1.44 0.90 0.186 0.211 0.31 Σ at DI#2 Q1-Q4 0.686 11.39 1.40 0.623 0.88 = Q5 at DI#2 11 R1 0.077 10.00 1.50 0.95 0.073 0.11 DI#4 R2 0.347 262 2.52 0.96% 1.85 2.36 12.36 1.35 0.90 0.312 0.385 0.52 2.3" Ponding Depth DI#4 R3 0.071 10.00 1.50 0.90 0.064 0.10 Σ at DI#4 R1-R3 0.495 12.36 1.35 0.449 0.61 = Q5 at DI#4 18 S1 0.025 10.00 1.50 0.95 0.024 0.04 DI#3 S2 0.193 102 1.33 1.30% 2.05 0.83 10.83 1.44 0.90 0.174 0.197 0.29 2.0" Ponding Depth Σ at DI#3 S1-S2 0.218 10.83 1.44 0.197 0.29 = Q5 at DI#3 19 T1 0.046 10.00 1.50 0.95 0.044 0.07 CB#6 T2 0.091 187 1.33 0.71% 1.65 1.89 11.89 1.37 0.90 0.082 0.126 0.17 <2" Curb Depth CB#6 T3 0.029 10.00 1.50 0.90 0.026 0.04 Σ at CB#6 T1-T3 0.166 11.89 1.37 0.152 0.21 = Q5 at CB#6 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-5Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 5-year 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 TIME (MINUTES) C*A 20 U1 0.533 10.00 1.50 0.90 0.480 0.73 21 U2 0.412 232 0.92 0.40% 1.90 2.04 12.04 1.36 0.90 0.371 0.851 1.17 CB#8 U3 0.443 234 0.61 0.26% 1.70 2.29 14.33 1.24 0.90 0.399 1.249 1.56 3.5" Curb Depth CB#8 U4 0.079 10.00 1.50 0.90 0.071 0.11 Σ at CB#8 U1-U4 1.467 14.33 1.24 1.320 1.65 = Q5 at CB#8 22 V1 0.016 10.00 1.50 0.95 0.015 0.02 CB#7 V2 0.156 139 1.74 1.25% 2.00 1.16 11.16 1.41 0.90 0.140 0.156 0.22 <2" Curb Depth CB#7 V3 0.078 10.00 1.50 0.90 0.070 0.11 Σ at CB#7 V1-V3 0.250 11.16 1.41 0.226 0.32 = Q5 at CB#7 23 W1 0.211 10.00 1.50 0.95 0.200 0.30 24 W2 0.281 213 1.11 0.52% 1.65 2.15 12.15 1.36 0.95 0.267 0.467 0.64 25 W3 0.251 238 0.73 0.31% 1.70 2.33 14.48 1.23 0.90 0.226 0.693 0.86 26 W4 0.145 10.00 1.50 0.95 0.138 0.21 1 W5 0.095 10.00 1.50 0.95 0.090 0.14 Σ at 25 W1-W5 0.983 14.48 1.23 0.921 1.14 27 W6 0.343 264 0.67 0.25% 1.50 2.93 17.42 1.08 0.90 0.309 1.230 1.34 28 W7 0.145 10.00 1.50 0.95 0.138 0.21 Σ at 27 W1-W7 1.471 17.42 1.08 1.368 1.49 CB#5 W8 0.271 220 0.56 0.25% 1.50 2.44 19.86 1.01 0.90 0.244 1.612 1.64 3.9" Curb Depth CB#5 W9 0.104 10.00 1.50 0.90 0.094 0.14 Σ at CB#5 W1-W9 1.846 19.86 1.01 1.705 1.74 = Q5 at CB#5 29 X1 0.019 10.00 1.50 0.95 0.018 0.03 30 X2 0.052 10.00 1.50 0.95 0.049 0.07 DI#1 X3 0.065 58 0.58 1.00% 1.90 0.51 10.51 1.46 0.90 0.059 0.108 0.16 <2" Ponding Depth Σ at DI#1 X1-X3 0.136 10.51 1.46 0.126 0.19 = Q5 at DI#1 31 Y1 0.054 10.00 1.50 0.95 0.051 0.08 CB#4 Y2 0.129 155 1.96 1.26% 2.00 1.29 11.29 1.41 0.90 0.116 0.167 0.24 <2" Curb Depth CB#4 Y3 0.071 10.00 1.50 0.90 0.064 0.10 Σ at CB#4 Y1-Y3 0.254 11.29 1.41 0.231 0.33 = Q5 at CB#4 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-5Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 5-year 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 TIME (MINUTES) C*A 32 Z1 0.055 10.00 1.50 0.95 0.052 0.08 CB#3 Z2 0.161 154 1.59 1.03% 1.85 1.39 11.39 1.40 0.90 0.145 0.197 0.28 <2" Curb Depth Σ at CB#3 Z1-Z2 0.216 11.39 1.40 0.197 0.28 = Q5 at CB#3 33 AA1 0.041 10.00 1.50 0.95 0.039 0.06 CB#2 AA2 0.337 193 1.84 0.95% 1.80 1.79 11.79 1.37 0.90 0.303 0.342 0.47 2.8" Curb Depth 34 AA3 0.035 10.00 1.50 0.95 0.033 0.05 CB#2 AA4 0.313 170 1.84 1.08% 1.90 1.49 11.49 1.39 0.90 0.282 0.315 0.44 Σ at CB#2 AA1-AA4 0.726 11.79 1.37 0.657 0.91 = Q5 at CB#2 CB#1 BB1 0.139 10.00 1.50 0.90 0.125 0.19 <2" Curb Depth CB#1 BB2 0.074 10.00 1.50 0.90 0.067 0.10 Σ at CB#1 BB1-BB2 0.213 10.00 1.50 0.192 0.29 = Q5 at CB#1 Tot. Gr. Drainage Area: 12.461 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx 10-YEAR SURFACE FLOWS FOR INLET SIZING & PIPE SIZING CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-10Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 0.092 10.00 1.80 0.95 0.087 0.16 DI#14 A2 0.035 59 3.45 5.85% 3.50 0.28 10.28 1.78 0.95 0.033 0.121 0.22 <2" Max. Ponding Depth Σ at DI#14 A1-A2 0.127 10.28 1.78 0.121 0.22 = Q10 at DI#14 2 B1 0.092 10.00 1.80 0.95 0.087 0.16 DI#13 B2 0.155 143 2.15 1.50% 2.25 1.06 11.06 1.71 0.90 0.140 0.227 0.39 2.2" Max. Ponding Depth DI#13 B3 0.153 10.00 1.80 0.90 0.138 0.25 Σ at DI#13 B1-B3 0.400 11.06 1.71 0.365 0.63 = Q10 at DI#13 CB#14 C1 0.263 10.00 1.80 0.90 0.237 0.43 2.6" Max. Curb Depth CB#14 C2 0.149 10.00 1.80 0.90 0.134 0.24 Σ at CB#14 C1-C2 0.412 10.00 1.80 0.371 0.67 = Q10 at CB#14 3 D1 0.032 10.00 1.80 0.95 0.030 0.06 CB#13 D2 0.036 95 0.69 0.73% 1.65 0.96 10.96 1.71 0.90 0.032 0.063 0.11 <2" Max. Curb Depth CB#13 D3 0.026 10.00 1.80 0.90 0.023 0.04 Σ at CB#13 D1-D3 0.094 10.96 1.71 0.086 0.15 = Q10 at CB#13 2 E1 0.084 10.00 1.80 0.95 0.080 0.14 DI#12 E2 0.372 122 2.28 1.87% 2.45 0.83 10.83 1.74 0.90 0.335 0.415 0.73 2.5" Max. Ponding Depth 4 E3 0.026 10.00 1.80 0.95 0.025 0.04 Σ at DI#12 E1-E3 0.482 10.83 1.74 0.439 0.77 = Q10 at DI#12 5 F1 0.133 10.00 1.80 0.95 0.126 0.23 DI#11 F2 0.344 127 2.58 2.03% 2.65 0.80 10.80 1.74 0.90 0.310 0.436 0.76 2.4" Max. Ponding Depth Σ at DI#11 F1-F2 0.477 10.80 1.74 0.436 0.76 = Q10 at DI#11 6 G1 0.089 10.00 1.80 0.95 0.085 0.15 DI#10 G3 0.074 58 0.59 1.02% 1.95 0.50 10.50 1.77 0.90 0.067 0.151 0.27 <2" Max. Ponding Depth 7 G2 0.021 10.00 1.80 0.95 0.020 0.04 Σ at DI#10 G1-G3 0.184 10.50 1.77 0.171 0.31 = Q10 at DI#10 TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-10Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 TIME (MINUTES) C*A 7 H2 0.012 10.00 1.80 0.95 0.011 0.02 5 H1 0.057 10.00 1.80 0.95 0.054 0.10 DI#9 H3 0.339 150 3.58 2.39% 2.50 1.00 11.00 1.71 0.90 0.305 0.371 0.64 2.3" Max. Ponding Depth 8 H4 0.065 10.00 1.80 0.95 0.062 0.11 DI#9 H5 0.211 117 2.11 1.80% 2.40 0.81 10.81 1.74 0.90 0.190 0.252 0.44 Σ at DI#9 H1-H5 0.684 11.00 1.71 0.622 1.07 = Q10 at DI#9 9 I1 0.062 10.00 1.80 0.95 0.059 0.11 DI#8 I2 0.293 120 2.15 1.79% 2.30 0.87 10.87 1.72 0.90 0.264 0.323 0.56 2.2" Max. Ponding Depth Σ at DI#8 I1-I2 0.355 10.87 1.72 0.323 0.56 = Q10 at DI#8 10 J2 0.054 10.00 1.80 0.95 0.051 0.09 9 J1 0.012 10.00 1.80 0.95 0.011 0.02 DI#7 J3 0.273 131 2.23 1.70% 2.25 0.97 10.97 1.71 0.90 0.246 0.308 0.53 2.2" Max. Ponding Depth DI#7 J4 0.195 10.00 1.80 0.90 0.176 0.32 Σ at DI#7 J1-J4 0.534 10.97 1.71 0.484 0.83 = Q10 at DI#7 11 K1 0.075 10.00 1.80 0.95 0.071 0.13 12 K2 0.310 270 2.41 0.89% 1.85 2.43 12.43 1.62 0.90 0.279 0.350 0.57 CB#12 K3 0.062 43 0.56 1.30% 2.60 0.28 12.71 1.60 0.90 0.056 0.406 0.66 2.1" Max. Curb Depth CB#12 K4 0.079 10.00 1.80 0.90 0.071 0.13 Σ at CB#12 K1-K4 0.526 12.71 1.60 0.477 0.77 = Q10 at CB#12 13 L1 0.153 10.00 1.80 0.90 0.138 0.25 14 L2 0.111 61 0.48 0.79% 1.85 0.55 10.55 1.76 0.90 0.100 0.238 0.42 CB#10 L3 0.254 140 0.43 0.31% 1.40 1.67 12.22 1.63 0.90 0.229 0.466 0.77 3.1" Max. Curb Depth CB#10 L4 0.046 10.00 1.80 0.90 0.041 0.08 Σ at CB#10 L1-L4 0.564 12.22 1.63 0.508 0.83 = Q10 at CB#10 3 M1 0.052 10.00 1.80 0.95 0.049 0.09 CB#11 M2 0.043 131 0.67 0.51% 1.95 1.12 11.12 1.70 0.90 0.039 0.088 0.15 <2" Max. Curb Depth CB#11 M3 0.020 10.00 1.80 0.90 0.018 0.03 Σ at CB#11 M1-M3 0.115 11.12 1.70 0.106 0.18 = Q10 at CB#11 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-10Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 TIME (MINUTES) C*A 4 N1 0.028 10.00 1.80 0.95 0.027 0.05 DI#6 N2 0.320 96 2.24 2.33% 2.50 0.64 10.64 1.75 0.90 0.288 0.315 0.56 2.2" Max. Ponding Depth Σ at DI#6 N1-N2 0.348 10.64 1.75 0.315 0.56 = Q10 at DI#6 DI#5 O1 0.323 10.00 1.80 0.90 0.291 0.53 2.1" Max. Ponding Depth Σ at DI#5 O1 0.323 10.00 1.80 0.291 0.53 = Q10 at DI#5 15 P1 0.075 10.00 1.80 0.95 0.071 0.13 CB#9 P2 0.067 144 1.39 0.97% 1.95 1.23 11.23 1.70 0.90 0.060 0.132 0.23 2.1" Max. Curb Depth CB#9 P3 0.021 10.00 1.80 0.90 0.019 0.03 Σ at CB#9 P1-P3 0.163 11.23 1.70 0.150 0.26 = Q10 at CB#9 16 Q1 0.076 10.00 1.80 0.95 0.072 0.13 DI#2 Q2 Q2 0.377 200 3.87 1.94% 2.40 1.39 11.39 1.69 0.90 0.339 0.412 0.70 2.0" Max. Ponding Depth 17 Q3 0.026 10.00 1.80 0.95 0.025 0.04 DI#2 Q4 0.207 121 3.09 2.55% 2.65 0.76 10.76 1.74 0.90 0.186 0.211 0.37 Σ at DI#2 Q1-Q4 0.686 11.39 1.69 0.623 1.06 = Q10 at DI#2 11 R1 0.077 10.00 1.80 0.95 0.073 0.13 DI#4 R2 0.347 262 2.52 0.96% 1.80 2.43 12.43 1.62 0.90 0.312 0.385 0.63 2.4" Max. Ponding Depth DI#4 R3 0.071 10.00 1.80 0.90 0.064 0.12 Σ at DI#4 R1-R3 0.495 12.43 1.62 0.449 0.73 = Q10 at DI#4 18 S1 0.025 10.00 1.80 0.95 0.024 0.04 DI#3 S2 0.193 102 1.33 1.30% 2.05 0.83 10.83 1.74 0.90 0.174 0.197 0.35 2.1" Max. Ponding Depth Σ at DI#3 S1-S2 0.218 10.83 1.74 0.197 0.35 = Q10 at DI#3 19 T1 0.046 10.00 1.80 0.95 0.044 0.08 CB#6 T2 0.091 187 1.33 0.71% 1.65 1.89 11.89 1.65 0.90 0.082 0.126 0.21 2.0" Max. Curb Depth CB#6 T3 0.029 10.00 1.80 0.90 0.026 0.05 Σ at CB#6 T1-T3 0.166 11.89 1.65 0.152 0.25 = Q10 at CB#6 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-10Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 TIME (MINUTES) C*A 20 U1 0.533 10.00 1.80 0.90 0.480 0.87 21 U2 0.412 232 0.92 0.40% 2.00 1.93 11.93 1.65 0.90 0.371 0.851 1.42 CB#8 U3 0.443 234 0.61 0.26% 1.75 2.23 14.16 1.50 0.90 0.399 1.249 1.89 4.0" Max. Curb Depth CB#8 U4 0.079 10.00 1.80 0.90 0.071 0.13 Σ at CB#8 U1-U4 1.467 14.16 1.50 1.320 2.00 = Q10 at CB#8 22 V1 0.016 10.00 1.80 0.95 0.015 0.03 CB#7 V2 0.156 139 1.74 1.25% 2.00 1.16 11.16 1.70 0.90 0.140 0.156 0.27 <2" Max. Curb Depth CB#7 V3 0.078 10.00 1.80 0.90 0.070 0.13 Σ at CB#7 V1-V3 0.250 11.16 1.70 0.226 0.39 = Q10 at CB#7 23 W1 0.211 10.00 1.80 0.95 0.200 0.36 24 W2 0.281 213 1.11 0.52% 1.75 2.03 12.03 1.64 0.95 0.267 0.467 0.77 25 W3 0.251 238 0.73 0.31% 1.75 2.27 14.30 1.49 0.90 0.226 0.693 1.04 26 W4 0.145 10.00 1.80 0.95 0.138 0.25 1 W5 0.095 10.00 1.80 0.95 0.090 0.16 Σ at 25 W1-W5 0.983 14.30 1.49 0.921 1.38 27 W6 0.343 264 0.67 0.25% 1.50 2.93 17.23 1.33 0.90 0.309 1.230 1.65 28 W7 0.145 10.00 1.80 0.95 0.138 0.25 Σ at 27 W1-W7 1.471 17.23 1.33 1.368 1.83 CB#5 W8 0.271 220 0.56 0.25% 1.55 2.37 19.59 1.22 0.90 0.244 1.612 1.98 4.1" Max. Curb Depth CB#5 W9 0.104 10.00 1.80 0.90 0.094 0.17 Σ at CB#5 W1-W9 1.846 19.59 1.22 1.705 2.10 = Q10 at CB#5 29 X1 0.019 10.00 1.80 0.95 0.018 0.03 30 X2 0.052 10.00 1.80 0.95 0.049 0.09 DI#1 X3 0.065 58 0.58 1.00% 1.85 0.52 10.52 1.76 0.90 0.059 0.108 0.19 <2" Max. Ponding Depth Σ at DI#1 X1-X3 0.136 10.52 1.76 0.126 0.22 = Q10 at DI#1 31 Y1 0.054 10.00 1.80 0.95 0.051 0.09 CB#4 Y2 0.129 155 1.96 1.26% 2.00 1.29 11.29 1.69 0.90 0.116 0.167 0.29 <2" Max. Curb Depth CB#4 Y3 0.071 10.00 1.80 0.90 0.064 0.12 Σ at CB#4 Y1-Y3 0.254 11.29 1.69 0.231 0.39 = Q10 at CB#4 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >SurfaceFlow-10Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 TIME (MINUTES) C*A 32 Z1 0.055 10.00 1.80 0.95 0.052 0.09 CB#3 Z2 0.161 154 1.59 1.03% 1.85 1.39 11.39 1.69 0.90 0.145 0.197 0.34 2.0" Max. Curb Depth Σ at CB#3 Z1-Z2 0.216 11.39 1.69 0.197 0.34 = Q10 at CB#3 33 AA1 0.041 10.00 1.80 0.95 0.039 0.07 CB#2 AA2 0.337 193 1.84 0.95% 1.80 1.79 11.79 1.65 0.90 0.303 0.342 0.57 2.9" Max. Curb Depth 34 AA3 0.035 10.00 1.80 0.95 0.033 0.06 CB#2 AA4 0.313 170 1.84 1.08% 1.85 1.53 11.53 1.71 0.90 0.282 0.315 0.54 Σ at CB#2 AA1-AA4 0.726 11.79 1.65 0.657 1.09 = Q10 at CB#2 CB#1 BB1 0.139 10.00 1.80 0.90 0.125 0.23 2.2" Max. Curb Depth CB#1 BB2 0.074 10.00 1.80 0.90 0.067 0.12 Σ at CB#1 BB1-BB2 0.213 10.00 1.80 0.192 0.35 = Q10 at CB#1 Tot. Gr. Drainage Area: 12.461 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx CATCH BASIN & DROP INLET SIZING INLET SIZING 12/01/09 GRAND ISLAND VILLAGE CATCH BASINS: 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 2.2 6.0 0.37 0.19 0.35 1.84 3.5 2 2.9 6.0 0.48 0.29 1.09 3.76 4.0 3 2.0 6.0 0.33 0.16 0.34 2.13 3.5 4 2.0 6.0 0.33 0.16 0.39 2.44 3.5 5 4.1 6.0 0.68 0.51 2.10 4.12 4.5 6 2.0 6.0 0.33 0.16 0.25 1.56 3.5 7 2.0 6.0 0.33 0.16 0.39 2.44 3.5 8 4.0 6.0 0.67 0.50 2.00 4.00 4.0 9 2.1 6.0 0.35 0.18 0.26 1.44 3.5 10 3.1 6.0 0.52 0.34 0.83 2.44 3.5 11 2.0 6.0 0.33 0.16 0.18 1.13 3.5 12 2.1 6.0 0.35 0.18 0.77 4.28 4.5 13 2.0 6.0 0.33 0.16 0.15 0.94 3.5 14 2.6 6.0 0.43 0.25 0.67 2.68 3.5 * Capacity from "Nomograph for Capacity of Curb Opening Intake at Low Point", Urban Design Standards Manual. ** Required Length = Q10 (cfs) Capacity (cfs/ft) DROP INLETS: Ponding Required Christy Provided Q10 depth = h Clear Opening Drop Inlet Clear Opening DI # (cfs) (ft) (ft2) Model (ft2) 1 0.22 0.17 0.10 U21 (2'x2') 3.08 2 1.06 0.17 0.48 U21 (2'x2') 3.08 3 0.35 0.18 0.16 U21 (2'x2') 3.08 4 0.73 0.20 0.30 U21 (2'x2') 3.08 5 0.53 0.18 0.24 U21 (2'x2') 3.08 6 0.56 0.18 0.24 U21 (2'x2') 3.08 7 0.83 0.18 0.36 U21 (2'x2') 3.08 8 0.56 0.18 0.24 U21 (2'x2') 3.08 9 1.07 0.19 0.45 U21 (2'x2') 3.08 10 0.31 0.17 0.14 U21 (2'x2') 3.08 11 0.76 0.20 0.32 U21 (2'x2') 3.08 12 0.77 0.21 0.31 U21 (2'x2') 3.08 13 0.63 0.18 0.27 U21 (2'x2') 3.08 14 0.22 0.17 0.10 U21 (2'x2') 3.08 Size determined by the Orifice Equation: where: Q10 = Ten Year Flow (cfs) Required Clear Opening (ft2) = Q10 g = 32.2 ft/s2 0.67(2gh)0.5 h = max. ponding depth at storm frequency KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Inlet-Sizin g >CB&DI-Sizes Page 1 of 1 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 .68 .67 .43 .35 .33 0.34 CB#10 0.25 CB# 14 0.50 CB#8 0.51 CB#5 0.19 CB#1 0.18 CB#s 9 & 12 0.16 CB#s 3, 4, 6, 7, 11 & 13 GRAND ISLAND VILLAGE .37.48 0.29 CB# 2 .52 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx PIPING SYSTEM LAYOUT Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx 10-YEAR PIPE FLOW CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >PipeFlow-10Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year 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 DI#14 0.127 10.28 1.78 0.121 0.22 DI#14; 2'x2' Christy U21 DI#14 MH#18 0.127 25 0.05 0.20% 1.59 0.26 10.54 1.76 0.121 0.21 12" PVC at 0.20%; 23% Full MH#18 MH#17 0.127 164 0.33 0.20% 1.52 1.80 12.34 1.62 0.121 0.20 12" PVC at 0.20%; 23% Full MH#17 DI#13 0.127 82 0.16 0.20% 1.55 0.88 13.22 1.57 0.121 0.19 12" PVC at 0.20%; 22% Full surface DI#13 0.400 11.06 1.71 0.365 0.63 DI#13; 2'x2' Christy U21 Σ@DI#13 0.527 13.22 1.57 0.486 0.77 DI#13 MH#16 0.527 76 0.15 0.20% 2.23 0.57 13.79 1.56 0.486 0.76 12" PVC at 0.20%; 45% Full surface CB#14 0.412 10.00 1.80 0.371 0.67 CB#14, W=3.5' CB#14 MH#16 0.412 44 0.09 0.20% 2.12 0.35 10.35 1.78 0.371 0.67 12" PVC at 0.20%; 42% Full Σ@MH#16 0.939 13.79 1.56 0.857 1.35 MH#16 CB#13 0.939 75 0.15 0.20% 2.59 0.48 14.27 1.49 0.857 1.29 12" PVC at 0.20%; 49% Full surface CB#13 0.094 10.96 1.71 0.086 0.15 CB#13, W=3.5' Σ@CB#13 1.033 14.27 1.49 0.943 1.42 CB#13 DI#12 1.033 115 0.23 0.20% 2.62 0.73 15.00 1.45 0.943 1.38 12" PVC at 0.20%; 65% Full surface DI#12 0.482 10.83 1.74 0.439 0.77 DI#12; 2'x2' Christy U21 Σ@DI#12 1.515 15.00 1.45 1.382 2.02 DI#12 DI#11 1.515 58 0.12 0.20% 2.67 0.36 15.37 1.43 1.382 1.99 12" PVC at 0.20%; 92% Full surface DI#11 0.477 10.80 1.74 0.436 0.76 DI#11; 2'x2' Christy U21 Σ@DI#11 1.992 15.37 1.43 1.818 2.62 DI#11 MH#15 1.992 98 0.11 0.11% 2.46 0.66 16.03 1.39 1.818 2.55 18" PVC at 0.11%; 58% Full surface DI#10 0.184 10.50 1.77 0.171 0.31 DI#10; 2'x2' Christy U21 DI#10 MH#15 0.184 161 0.32 0.20% 1.70 1.58 12.08 1.63 0.171 0.28 12" PVC at 0.20%; 28% Full TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >PipeFlow-10Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year RUN FALL PIPE VELOCITY I C FLOW FROM TO ACREAGE (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS TIME (MINUTES) C*A Σ@MH#15 2.176 16.03 1.39 1.989 2.79 MH#15 DI#9 2.176 45 0.05 0.11% 2.48 0.30 16.33 1.38 1.989 2.77 18" PVC at 0.11%; 61% Full surface DI#9 0.684 11.00 1.71 0.622 1.07 DI#9; 2'x2' Christy U21 Σ@DI#9 2.860 16.33 1.38 2.611 3.63 DI#9 DI#8 2.860 79 0.09 0.11% 2.61 0.50 16.84 1.35 2.611 3.55 18" PVC at 0.11%; 73% Full surface DI#8 0.355 10.87 1.72 0.323 0.56 DI#8; 2'x2' Christy U21 Σ@DI#8 3.215 16.84 1.35 2.934 3.99 DI#8 DI#7 3.215 101 0.11 0.11% 2.65 0.64 17.47 1.31 2.934 3.88 18" PVC at 0.11%; 79% Full surface DI#7 0.534 10.97 1.71 0.484 0.83 DI#7; 2'x2' Christy U21 Σ@DI#7 3.749 17.47 1.31 3.418 4.51 DI#7 MH#11 3.749 53 0.04 0.08% 2.51 0.35 17.82 1.30 3.418 4.48 24" PVC at 0.08%; 56% Full surface CB#12 0.526 12.71 1.60 0.477 0.77 CB#12, W=4.5' CB#12 CB#10 0.526 37 0.07 0.20% 2.23 0.28 12.99 1.59 0.477 0.76 12" PVC at 0.20%; 45% Full surface CB#11 0.115 11.12 1.70 0.106 0.18 CB#11, W=3.5' CB#11 CB#10 0.115 7 0.01 0.20% 1.49 0.08 11.20 1.70 0.106 0.18 12" PVC at 0.20%; 21% Full surface CB#10 0.564 12.22 1.63 0.508 0.83 CB#10, W=3.5' Σ@CB#10 1.205 12.99 1.59 1.091 1.75 CB#10 MH#13 1.205 128 0.26 0.20% 2.69 0.79 13.78 1.52 1.091 1.67 12" PVC at 0.20%; 77% Full surface DI#6 0.348 10.64 1.75 0.315 0.56 DI#6; 2'x2' Christy U21 DI#6 MH#14 0.348 19 0.04 0.20% 2.04 0.16 10.80 1.73 0.315 0.55 12" PVC at 0.20%; 38% Full surface DI#5 0.323 10.00 1.80 0.291 0.53 DI#5; 2'x2' Christy U21 DI#5 MH#14 0.323 39 0.08 0.20% 2.00 0.33 10.33 1.78 0.291 0.52 12" PVC at 0.20%; 37% Full KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >PipeFlow-10Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year RUN FALL PIPE VELOCITY I C FLOW FROM TO ACREAGE (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS TIME (MINUTES) C*A Σ@MH#14 0.671 10.80 1.73 0.606 1.06 MH#14 MH#13 0.671 66 0.13 0.20% 2.44 0.45 11.25 1.69 0.606 1.03 12" PVC at 0.20%; 54% Full Σ@MH#13 1.876 13.78 1.52 1.697 2.60 MH#13 CB#9 1.876 42 0.05 0.11% 2.44 0.29 14.07 1.51 1.697 2.58 18" PVC at 0.11%; 58% Full surface CB#9 0.163 11.23 1.70 0.150 0.26 CB#9, W=3.5' Σ@CB#9 2.039 14.07 1.51 1.847 2.81 CB#9 MH#12 2.039 111 0.12 0.11% 2.49 0.74 14.81 1.46 1.847 2.72 18" PVC at 0.11%; 63% Full surface DI#2 0.686 11.39 1.69 0.623 1.06 DI#2 MH#12 0.686 61 0.12 0.20% 2.44 0.42 11.81 1.65 0.623 1.04 12" PVC at 0.20%; 54% Full surface DI#4 0.495 12.43 1.62 0.449 0.73 DI#4; 2'x2' Christy U21 DI#4 DI#3 0.495 0.495 98 0.20 0.20% 2.18 0.75 13.18 1.57 0.449 0.71 12" PVC at 0.20%; 44% Full surface DI#3 0.218 10.83 1.74 0.197 0.35 DI#3; 2'x2' Christy U21 Σ@DI#3 0.713 13.18 1.57 0.646 1.02 DI#3 MH#12 0.713 64 0.13 0.20% 2.40 0.44 13.62 1.54 0.646 1.00 12" PVC at 0.20%; 53% Full Σ@MH#12 3.438 14.81 1.46 3.116 4.59 MH#12 MH#11 3.438 135 0.11 0.08% 2.50 0.90 15.71 1.41 3.116 4.43 24" PVC at 0.08%; 57% Full Σ@MH#11 7.187 17.82 1.30 6.534 8.56 MH#11 MH#9 7.187 90 0.08 0.09% 2.86 0.52 18.35 1.28 6.534 8.43 24" PVC at 0.09%; 91% Full surface CB#8 1.467 14.16 1.50 1.320 2.00 CB#8, W=4.0' CB#8 MH#10 1.467 13 0.03 0.20% 2.69 0.08 14.24 1.50 1.320 2.00 12" PVC at 0.20%; 90% Full surface CB#7 0.250 11.16 1.70 0.226 0.39 CB#7, W=3.5' CB#7 MH#10 0.250 20 0.04 0.20% 1.87 0.18 11.34 1.69 0.226 0.39 12" PVC at 0.20%; 31% Full KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >PipeFlow-10Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year RUN FALL PIPE VELOCITY I C FLOW FROM TO ACREAGE (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS TIME (MINUTES) C*A Σ@MH#10 1.717 14.24 1.50 1.546 2.34 MH#10 MH#9 1.717 80 0.09 0.11% 2.39 0.56 14.80 1.46 1.546 2.28 18" PVC at 0.11%; 54% Full surface CB#6 0.166 11.89 1.65 0.152 0.25 CB#6, W=3.5' CB#6 MH#9 0.166 17 0.03 0.20% 1.62 0.17 12.06 1.64 0.152 0.25 12" PVC at 0.20%; 25% Full Σ@MH#9 9.070 18.35 1.28 8.232 10.62 MH#9 MH#4 9.070 181 0.25 0.14% 3.58 0.84 19.19 1.24 8.232 10.29 24" PVC at 0.14%; 90% Full surface CB#5 1.846 19.59 1.22 1.705 2.10 CB#5, W=4.5' CB#5 MH#8 1.846 25 0.03 0.11% 2.33 0.18 19.77 1.21 1.705 2.08 18" PVC at 0.11%; 51% Full surface DI#1 0.136 10.52 1.76 0.126 0.22 DI#1; 2'x2' Christy U21 DI#1 MH#8 0.136 46 0.09 0.20% 1.59 0.48 11.00 1.71 0.126 0.22 12" PVC at 0.20%; 23% Full Σ@MH#8 1.982 19.77 1.21 1.831 2.23 MH#8 MH#7 1.982 72 0.08 0.11% 2.36 0.51 20.28 1.19 1.831 2.20 18" PVC at 0.11%; 53% Full MH#7 MH#6 1.982 110 0.12 0.11% 2.36 0.78 21.05 1.16 1.831 2.14 18" PVC at 0.11%; 52% Full surface CB#4 0.254 11.29 1.69 0.231 0.39 CB#4, W=3.5' CB#4 MH#6 0.254 8 0.02 0.20% 1.87 0.07 11.36 1.69 0.231 0.39 12" PVC at 0.20%; 31% Full Σ@MH#6 2.236 21.05 1.16 2.062 2.41 MH#6 MH#5 2.236 28 0.03 0.11% 2.40 0.19 21.25 1.16 2.062 2.41 18" PVC at 0.11%; 55% Full surface CB#3 0.216 11.39 1.69 0.197 0.34 CB#3, W=3.5' CB#3 MH#5 0.216 10 0.02 0.20% 1.79 0.09 11.48 1.68 0.197 0.33 12" PVC at 0.20%; 29% Full Σ@MH#5 2.452 21.25 1.16 2.259 2.64 MH#5 MH#4 2.452 96 0.11 0.11% 2.44 0.66 21.90 1.13 2.259 2.57 18" PVC at 0.11%; 59% Full Σ@MH#4 11.522 21.90 1.13 10.491 11.95 MH#4 MH#3 11.522 32 0.06 0.18% 4.08 0.13 22.04 1.13 10.491 11.95 24" PVC at 0.18%; 88% Full MH#3 MH#2 11.522 50 0.09 0.18% 4.08 0.20 22.24 1.12 10.491 11.85 24" PVC at 0.18%; 88% Full KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >PipeFlow-10Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year RUN FALL PIPE VELOCITY I C FLOW FROM TO ACREAGE (FEET) (FEET) SLOPE (FPS) CHANGE TOTAL VALUE VALUE SUB-AREA TOTAL Q(CFS) COMMENTS TIME (MINUTES) C*A surface CB#2 0.726 11.79 1.65 0.657 1.09 CB#2, W=4.0' CB#2 MH#2 0.726 20 0.04 0.20% 2.45 0.14 11.93 1.65 0.657 1.09 12" PVC at 0.20%; 55% Full surface CB#1 0.213 10.00 1.80 0.192 0.35 CB#1, W=3.5' CB#1 MH#2 0.213 10 0.02 0.20% 1.76 0.09 10.09 1.79 0.192 0.35 12" PVC at 0.20%; 30% Full Σ@MH#2 12.461 22.24 1.12 11.340 12.81 MH#2 MH#1 12.461 40 0.11 0.28% 4.27 0.16 22.40 1.10 11.340 12.58 24" PVC at 0.28%; 91% Full MH#1 Tie-In 12.461 30 0.09 0.30% 4.49 0.11 22.51 1.10 11.340 12.58 24" PVC at 0.30%; 84% Full Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx CHANNEL REPORTS Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#14 to MH#18 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.22 Highlighted Depth (ft) = 0.23 Q (cfs) = 0.220 Area (sqft) = 0.14 Velocity (ft/s) = 1.59 Wetted Perim (ft) = 1.00 Crit Depth, Yc (ft) = 0.20 Top Width (ft) = 0.84 EGL (ft) = 0.27 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#18 to MH#17 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.21 Highlighted Depth (ft) = 0.23 Q (cfs) = 0.210 Area (sqft) = 0.14 Velocity (ft/s) = 1.52 Wetted Perim (ft) = 1.00 Crit Depth, Yc (ft) = 0.19 Top Width (ft) = 0.84 EGL (ft) = 0.27 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#17 to DI#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.20 Highlighted Depth (ft) = 0.22 Q (cfs) = 0.200 Area (sqft) = 0.13 Velocity (ft/s) = 1.55 Wetted Perim (ft) = 0.98 Crit Depth, Yc (ft) = 0.19 Top Width (ft) = 0.83 EGL (ft) = 0.26 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#13 to MH#16 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.77 Highlighted Depth (ft) = 0.45 Q (cfs) = 0.770 Area (sqft) = 0.34 Velocity (ft/s) = 2.23 Wetted Perim (ft) = 1.47 Crit Depth, Yc (ft) = 0.37 Top Width (ft) = 1.00 EGL (ft) = 0.53 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#14 to MH#16 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.67 Highlighted Depth (ft) = 0.42 Q (cfs) = 0.670 Area (sqft) = 0.32 Velocity (ft/s) = 2.12 Wetted Perim (ft) = 1.41 Crit Depth, Yc (ft) = 0.34 Top Width (ft) = 0.99 EGL (ft) = 0.49 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#16 to CB#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.35 Highlighted Depth (ft) = 0.63 Q (cfs) = 1.350 Area (sqft) = 0.52 Velocity (ft/s) = 2.59 Wetted Perim (ft) = 1.83 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 0.97 EGL (ft) = 0.73 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#13 to DI#12 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.42 Highlighted Depth (ft) = 0.65 Q (cfs) = 1.420 Area (sqft) = 0.54 Velocity (ft/s) = 2.62 Wetted Perim (ft) = 1.88 Crit Depth, Yc (ft) = 0.51 Top Width (ft) = 0.95 EGL (ft) = 0.76 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#12 to DI#11 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.02 Highlighted Depth (ft) = 0.92 Q (cfs) = 2.020 Area (sqft) = 0.76 Velocity (ft/s) = 2.67 Wetted Perim (ft) = 2.57 Crit Depth, Yc (ft) = 0.61 Top Width (ft) = 0.54 EGL (ft) = 1.03 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#11 to MH#15 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.62 Highlighted Depth (ft) = 0.87 Q (cfs) = 2.620 Area (sqft) = 1.07 Velocity (ft/s) = 2.46 Wetted Perim (ft) = 2.60 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 1.48 EGL (ft) = 0.96 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#10 to MH#15 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.31 Highlighted Depth (ft) = 0.28 Q (cfs) = 0.310 Area (sqft) = 0.18 Velocity (ft/s) = 1.70 Wetted Perim (ft) = 1.12 Crit Depth, Yc (ft) = 0.23 Top Width (ft) = 0.90 EGL (ft) = 0.33 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#15 to DI#9 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.79 Highlighted Depth (ft) = 0.91 Q (cfs) = 2.790 Area (sqft) = 1.13 Velocity (ft/s) = 2.48 Wetted Perim (ft) = 2.68 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 1.46 EGL (ft) = 1.01 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#9 to DI#8 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 3.63 Highlighted Depth (ft) = 1.10 Q (cfs) = 3.630 Area (sqft) = 1.39 Velocity (ft/s) = 2.61 Wetted Perim (ft) = 3.09 Crit Depth, Yc (ft) = 0.73 Top Width (ft) = 1.32 EGL (ft) = 1.21 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#8 to DI#7 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 3.99 Highlighted Depth (ft) = 1.19 Q (cfs) = 3.990 Area (sqft) = 1.51 Velocity (ft/s) = 2.65 Wetted Perim (ft) = 3.30 Crit Depth, Yc (ft) = 0.77 Top Width (ft) = 1.21 EGL (ft) = 1.30 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#7 to MH#11 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 4.51 Highlighted Depth (ft) = 1.11 Q (cfs) = 4.510 Area (sqft) = 1.80 Velocity (ft/s) = 2.51 Wetted Perim (ft) = 3.37 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 1.99 EGL (ft) = 1.21 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#12 to CB#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.77 Highlighted Depth (ft) = 0.45 Q (cfs) = 0.770 Area (sqft) = 0.34 Velocity (ft/s) = 2.23 Wetted Perim (ft) = 1.47 Crit Depth, Yc (ft) = 0.37 Top Width (ft) = 1.00 EGL (ft) = 0.53 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#11 to CB#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.18 Highlighted Depth (ft) = 0.21 Q (cfs) = 0.180 Area (sqft) = 0.12 Velocity (ft/s) = 1.49 Wetted Perim (ft) = 0.95 Crit Depth, Yc (ft) = 0.18 Top Width (ft) = 0.82 EGL (ft) = 0.24 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#10 to MH#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.75 Highlighted Depth (ft) = 0.77 Q (cfs) = 1.750 Area (sqft) = 0.65 Velocity (ft/s) = 2.69 Wetted Perim (ft) = 2.15 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 0.84 EGL (ft) = 0.88 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#6 to MH#14 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.56 Highlighted Depth (ft) = 0.38 Q (cfs) = 0.560 Area (sqft) = 0.27 Velocity (ft/s) = 2.04 Wetted Perim (ft) = 1.33 Crit Depth, Yc (ft) = 0.31 Top Width (ft) = 0.97 EGL (ft) = 0.44 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#5 to MH#14 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.53 Highlighted Depth (ft) = 0.37 Q (cfs) = 0.530 Area (sqft) = 0.27 Velocity (ft/s) = 2.00 Wetted Perim (ft) = 1.31 Crit Depth, Yc (ft) = 0.31 Top Width (ft) = 0.97 EGL (ft) = 0.43 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#14 to MH#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.06 Highlighted Depth (ft) = 0.54 Q (cfs) = 1.060 Area (sqft) = 0.43 Velocity (ft/s) = 2.44 Wetted Perim (ft) = 1.65 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 1.00 EGL (ft) = 0.63 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#13 to CB#9 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.60 Highlighted Depth (ft) = 0.87 Q (cfs) = 2.600 Area (sqft) = 1.07 Velocity (ft/s) = 2.44 Wetted Perim (ft) = 2.60 Crit Depth, Yc (ft) = 0.61 Top Width (ft) = 1.48 EGL (ft) = 0.96 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#9 to MH#12 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.81 Highlighted Depth (ft) = 0.91 Q (cfs) = 2.810 Area (sqft) = 1.13 Velocity (ft/s) = 2.49 Wetted Perim (ft) = 2.68 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 1.46 EGL (ft) = 1.01 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#2 to MH#12 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.06 Highlighted Depth (ft) = 0.54 Q (cfs) = 1.060 Area (sqft) = 0.43 Velocity (ft/s) = 2.44 Wetted Perim (ft) = 1.65 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 1.00 EGL (ft) = 0.63 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#4 to DI#3 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.73 Highlighted Depth (ft) = 0.44 Q (cfs) = 0.730 Area (sqft) = 0.34 Velocity (ft/s) = 2.18 Wetted Perim (ft) = 1.45 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 0.99 EGL (ft) = 0.51 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#3 to MH#12 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.02 Highlighted Depth (ft) = 0.53 Q (cfs) = 1.020 Area (sqft) = 0.42 Velocity (ft/s) = 2.40 Wetted Perim (ft) = 1.63 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 1.00 EGL (ft) = 0.62 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#12 to MH#11 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 4.59 Highlighted Depth (ft) = 1.13 Q (cfs) = 4.590 Area (sqft) = 1.84 Velocity (ft/s) = 2.50 Wetted Perim (ft) = 3.41 Crit Depth, Yc (ft) = 0.76 Top Width (ft) = 1.98 EGL (ft) = 1.23 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#11 to MH#9 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.09 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 8.56 Highlighted Depth (ft) = 1.81 Q (cfs) = 8.560 Area (sqft) = 2.99 Velocity (ft/s) = 2.86 Wetted Perim (ft) = 5.03 Crit Depth, Yc (ft) = 1.04 Top Width (ft) = 1.17 EGL (ft) = 1.94 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#8 to MH#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.00 Highlighted Depth (ft) = 0.90 Q (cfs) = 2.000 Area (sqft) = 0.74 Velocity (ft/s) = 2.69 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.61 Top Width (ft) = 0.60 EGL (ft) = 1.01 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#7 to MH#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.39 Highlighted Depth (ft) = 0.31 Q (cfs) = 0.390 Area (sqft) = 0.21 Velocity (ft/s) = 1.87 Wetted Perim (ft) = 1.18 Crit Depth, Yc (ft) = 0.26 Top Width (ft) = 0.93 EGL (ft) = 0.36 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#10 to MH#9 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.34 Highlighted Depth (ft) = 0.81 Q (cfs) = 2.340 Area (sqft) = 0.98 Velocity (ft/s) = 2.39 Wetted Perim (ft) = 2.48 Crit Depth, Yc (ft) = 0.58 Top Width (ft) = 1.49 EGL (ft) = 0.90 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#6 to MH#9 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.25 Highlighted Depth (ft) = 0.25 Q (cfs) = 0.250 Area (sqft) = 0.15 Velocity (ft/s) = 1.62 Wetted Perim (ft) = 1.05 Crit Depth, Yc (ft) = 0.21 Top Width (ft) = 0.87 EGL (ft) = 0.29 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#9 to MH#4 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.14 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 10.62 Highlighted Depth (ft) = 1.79 Q (cfs) = 10.62 Area (sqft) = 2.97 Velocity (ft/s) = 3.58 Wetted Perim (ft) = 4.97 Crit Depth, Yc (ft) = 1.17 Top Width (ft) = 1.22 EGL (ft) = 1.99 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#5 to MH#8 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.10 Highlighted Depth (ft) = 0.76 Q (cfs) = 2.100 Area (sqft) = 0.90 Velocity (ft/s) = 2.33 Wetted Perim (ft) = 2.38 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 1.50 EGL (ft) = 0.84 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 DI#1 to MH#8 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.22 Highlighted Depth (ft) = 0.23 Q (cfs) = 0.220 Area (sqft) = 0.14 Velocity (ft/s) = 1.59 Wetted Perim (ft) = 1.00 Crit Depth, Yc (ft) = 0.20 Top Width (ft) = 0.84 EGL (ft) = 0.27 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#8 to MH#7 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.23 Highlighted Depth (ft) = 0.79 Q (cfs) = 2.230 Area (sqft) = 0.94 Velocity (ft/s) = 2.36 Wetted Perim (ft) = 2.44 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 1.50 EGL (ft) = 0.88 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#7 to MH#6 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.20 Highlighted Depth (ft) = 0.78 Q (cfs) = 2.200 Area (sqft) = 0.93 Velocity (ft/s) = 2.36 Wetted Perim (ft) = 2.42 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 1.50 EGL (ft) = 0.87 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#4 to MH#6 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.39 Highlighted Depth (ft) = 0.31 Q (cfs) = 0.390 Area (sqft) = 0.21 Velocity (ft/s) = 1.87 Wetted Perim (ft) = 1.18 Crit Depth, Yc (ft) = 0.26 Top Width (ft) = 0.93 EGL (ft) = 0.36 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#6 to MH#5 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.41 Highlighted Depth (ft) = 0.83 Q (cfs) = 2.410 Area (sqft) = 1.01 Velocity (ft/s) = 2.40 Wetted Perim (ft) = 2.52 Crit Depth, Yc (ft) = 0.59 Top Width (ft) = 1.49 EGL (ft) = 0.92 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#3 to MH#5 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.34 Highlighted Depth (ft) = 0.29 Q (cfs) = 0.340 Area (sqft) = 0.19 Velocity (ft/s) = 1.79 Wetted Perim (ft) = 1.14 Crit Depth, Yc (ft) = 0.25 Top Width (ft) = 0.91 EGL (ft) = 0.34 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#5 to MH#4 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 300.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.64 Highlighted Depth (ft) = 0.88 Q (cfs) = 2.640 Area (sqft) = 1.08 Velocity (ft/s) = 2.44 Wetted Perim (ft) = 2.62 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 1.48 EGL (ft) = 0.97 0 1 2 3 Elev (ft) Section 299.50 300.00 300.50 301.00 301.50 302.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#4 to MH#3 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.18 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 11.95 Highlighted Depth (ft) = 1.76 Q (cfs) = 11.95 Area (sqft) = 2.93 Velocity (ft/s) = 4.08 Wetted Perim (ft) = 4.87 Crit Depth, Yc (ft) = 1.25 Top Width (ft) = 1.30 EGL (ft) = 2.02 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#3 to MH#2 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.18 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 11.95 Highlighted Depth (ft) = 1.76 Q (cfs) = 11.95 Area (sqft) = 2.93 Velocity (ft/s) = 4.08 Wetted Perim (ft) = 4.87 Crit Depth, Yc (ft) = 1.25 Top Width (ft) = 1.30 EGL (ft) = 2.02 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#2 to MH#2 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.09 Highlighted Depth (ft) = 0.55 Q (cfs) = 1.090 Area (sqft) = 0.44 Velocity (ft/s) = 2.45 Wetted Perim (ft) = 1.67 Crit Depth, Yc (ft) = 0.44 Top Width (ft) = 0.99 EGL (ft) = 0.64 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 CB#1 to MH#2 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 300.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.35 Highlighted Depth (ft) = 0.30 Q (cfs) = 0.350 Area (sqft) = 0.20 Velocity (ft/s) = 1.76 Wetted Perim (ft) = 1.16 Crit Depth, Yc (ft) = 0.25 Top Width (ft) = 0.92 EGL (ft) = 0.35 0 1 2 3 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#2 to MH#1 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.28 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 12.81 Highlighted Depth (ft) = 1.82 Q (cfs) = 12.81 Area (sqft) = 3.00 Velocity (ft/s) = 4.27 Wetted Perim (ft) = 5.07 Crit Depth, Yc (ft) = 1.29 Top Width (ft) = 1.14 EGL (ft) = 2.10 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Monday, Nov 23 2009 MH#1 to Tie-In Circular Diameter (ft) = 2.00 Invert Elev (ft) = 300.00 Slope (%) = 0.30 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 12.58 Highlighted Depth (ft) = 1.67 Q (cfs) = 12.58 Area (sqft) = 2.80 Velocity (ft/s) = 4.49 Wetted Perim (ft) = 4.61 Crit Depth, Yc (ft) = 1.28 Top Width (ft) = 1.48 EGL (ft) = 1.98 0 1 2 3 4 Elev (ft) Section Depth (ft) 299.50 -0.50 300.00 0.00 300.50 0.50 301.00 1.00 301.50 1.50 302.00 2.00 302.50 2.50 303.00 3.00 Reach (ft) Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx SUMMARY OF MANNING PIPE CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >ManningCalcs Page 1 of 2 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SUMMARY OF MANNING CALCULATIONS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year SECTION PIPE PIPE PIPE FLOW WETTED VELOCITY WETTED DEPTH OF PERCENT FROM TO TYPE DIA (FT) SLOPE MATERIAL n-VALUE Q (CFS) AREA (SF) (FPS) PERIM (FT) FLOW (FT) FULL COMMENTS DI#14 MH#18 Circular 1.0 0.20% PVC 0.011 0.22 0.138 1.59 1.00 0.23 23% 12" PVC at 0.20%; 23% Full MH#18 MH#17 Circular 1.0 0.20% PVC 0.011 0.21 0.138 1.52 1.00 0.23 23% 12" PVC at 0.20%; 23% Full MH#17 DI#13 Circular 1.0 0.20% PVC 0.011 0.20 1.290 1.55 0.98 0.22 22% 12" PVC at 0.20%; 22% Full DI#13 MH#16 Circular 1.0 0.20% PVC 0.011 0.77 0.345 2.23 1.47 0.45 45% 12" PVC at 0.20%; 45% Full CB#14 MH#16 Circular 1.0 0.20% PVC 0.011 0.67 0.315 2.12 1.41 0.42 42% 12" PVC at 0.20%; 42% Full MH#16 CB#13 Circular 1.0 0.20% PVC 0.011 1.35 0.522 2.59 1.83 0.49 49% 12" PVC at 0.20%; 49% Full CB#13 DI#12 Circular 1.0 0.20% PVC 0.011 1.42 0.542 2.62 1.88 0.65 65% 12" PVC at 0.20%; 65% Full DI#12 DI#11 Circular 1.0 0.20% PVC 0.011 2.02 0.756 2.67 2.57 0.92 92% 12" PVC at 0.20%; 92% Full DI#11 MH#15 Circular 1.5 0.11% PVC 0.011 2.62 1.067 2.46 2.60 0.87 58% 18" PVC at 0.11%; 58% Full DI#10 MH#15 Circular 1.0 0.20% PVC 0.011 0.31 0.182 1.70 1.12 0.28 28% 12" PVC at 0.20%; 28% Full MH#15 DI#9 Circular 1.5 0.11% PVC 0.011 2.79 1.126 2.48 2.68 0.91 61% 18" PVC at 0.11%; 61% Full DI#9 DI#8 Circular 1.5 0.11% PVC 0.011 3.63 1.392 2.61 3.09 1.10 73% 18" PVC at 0.11%; 73% Full DI#8 DI#7 Circular 1.5 0.11% PVC 0.011 3.99 1.505 2.65 3.30 1.19 79% 18" PVC at 0.11%; 79% Full DI#7 MH#11 Circular 2.0 0.08% PVC 0.011 4.51 3.370 2.51 3.37 1.11 56% 24" PVC at 0.08%; 56% Full CB#12 CB#10 Circular 1.0 0.20% PVC 0.011 0.77 0.345 2.23 1.47 0.45 45% 12" PVC at 0.20%; 45% Full CB#11 CB#10 Circular 1.0 0.20% PVC 0.011 0.18 0.121 1.49 0.95 0.21 21% 12" PVC at 0.20%; 21% Full CB#10 MH#13 Circular 1.0 0.20% PVC 0.011 1.75 0.650 2.69 2.15 0.77 77% 12" PVC at 0.20%; 77% Full DI#6 MH#14 Circular 1.0 0.20% PVC 0.011 0.56 0.275 2.04 1.33 0.38 38% 12" PVC at 0.20%; 38% Full DI#5 MH#14 Circular 1.0 0.20% PVC 0.011 0.53 0.265 2.00 1.31 0.37 37% 12" PVC at 0.20%; 37% Full MH#14 MH#13 Circular 1.0 0.20% PVC 0.011 1.06 0.435 2.44 1.65 0.54 54% 12" PVC at 0.20%; 54% Full MH#13 CB#9 Circular 1.5 0.11% PVC 0.011 2.60 1.067 2.44 2.60 0.87 58% 18" PVC at 0.11%; 58% Full CB#9 MH#12 Circular 1.5 0.11% PVC 0.011 2.81 1.126 2.49 2.68 0.94 63% 18" PVC at 0.11%; 63% Full DI#2 MH#12 Circular 1.0 0.20% PVC 0.011 1.06 0.435 2.44 1.65 0.54 54% 12" PVC at 0.20%; 54% Full DI#4 DI#3 Circular 1.0 0.20% PVC 0.011 0.73 0.335 2.18 1.45 0.44 44% 12" PVC at 0.20%; 44% Full DI#3 MH#12 Circular 1.0 0.20% PVC 0.011 1.02 0.425 2.40 1.63 0.53 53% 12" PVC at 0.20%; 53% Full MH#12 MH#11 Circular 2.0 0.08% PVC 0.011 4.59 1.838 5.50 3.41 1.13 57% 24" PVC at 0.08%; 57% Full MH#11 MH#9 Circular 2.0 0.09% PVC 0.011 8.56 2.990 2.86 5.06 1.81 91% 24" PVC at 0.09%; 91% Full CB#8 MH#10 Circular 1.0 0.20% PVC 0.011 2.00 0.745 2.69 2.50 0.90 90% 12" PVC at 0.20%; 90% Full CB#7 MH#10 Circular 1.0 0.20% PVC 0.011 0.39 0.209 1.87 1.18 0.31 31% 12" PVC at 0.20%; 31% Full MH#10 MH#9 Circular 1.5 0.11% PVC 0.011 2.34 0.978 2.39 2.48 0.81 54% 18" PVC at 0.11%; 54% Full Output data calculated by Manning's Equation: 1.49 Q = Flow rate in cfs R = Hydraulic radius n n = Roughness coefficient S = Channel slope in ft/ft A = Cross-sectional area in sqft INPUT DATA CALCULATED OUTPUT Q = AR2/3S1/2 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Rational-Method-Runoff >ManningCalcs Page 2 of 2 RATIONAL METHOD DRAINAGE STUDY Date: 12/01/09 SUMMARY OF MANNING CALCULATIONS Location: City of Bakersfield GRAND ISLAND VILLAGE Frequency: 10-year SECTION PIPE PIPE PIPE FLOW WETTED VELOCITY WETTED DEPTH OF PERCENT FROM TO TYPE DIA (FT) SLOPE MATERIAL n-VALUE Q (CFS) AREA (SF) (FPS) PERIM (FT) FLOW (FT) FULL COMMENTS INPUT DATA CALCULATED OUTPUT CB#6 MH#9 Circular 1.0 0.20% PVC 0.011 0.25 0.155 1.62 1.05 0.25 25% 12" PVC at 0.20%; 25% Full MH#9 MH#4 Circular 2.0 0.14% PVC 0.011 10.62 2.969 3.58 4.97 1.79 90% 24" PVC at 0.14%; 90% Full CB#5 MH#8 Circular 1.5 0.11% PVC 0.011 2.10 0.900 2.33 2.38 0.76 51% 18" PVC at 0.11%; 51% Full DI#1 MH#8 Circular 1.0 0.20% PVC 0.011 0.22 0.138 1.59 1.00 0.23 23% 12" PVC at 0.20%; 23% Full MH#8 MH#7 Circular 1.5 0.11% PVC 0.011 2.23 0.944 2.36 2.44 0.79 53% 18" PVC at 0.11%; 53% Full MH#7 MH#6 Circular 1.5 0.11% PVC 0.011 2.20 0.933 2.36 2.41 0.78 52% 18" PVC at 0.11%; 52% Full CB#4 MH#6 Circular 1.0 0.20% PVC 0.011 0.39 0.209 1.87 1.18 0.31 31% 12" PVC at 0.20%; 31% Full MH#6 MH#5 Circular 1.5 0.11% PVC 0.011 2.41 1.006 2.40 2.52 0.83 55% 18" PVC at 0.11%; 55% Full CB#3 MH#5 Circular 1.0 0.20% PVC 0.011 0.34 0.190 1.79 1.14 0.29 29% 12" PVC at 0.20%; 29% Full MH#5 MH#4 Circular 1.5 0.11% PVC 0.011 2.64 1.083 2.44 2.62 0.88 59% 18" PVC at 0.11%; 59% Full MH#4 MH#3 Circular 2.0 0.18% PVC 0.011 11.95 2.929 4.08 4.87 1.76 88% 24" PVC at 0.18%; 88% Full MH#3 MH#2 Circular 2.0 0.18% PVC 0.011 11.95 2.929 4.08 4.87 1.76 88% 24" PVC at 0.18%; 88% Full CB#2 MH#2 Circular 1.0 0.20% PVC 0.011 1.09 0.445 2.45 1.67 0.55 55% 12" PVC at 0.20%; 55% Full CB#1 MH#2 Circular 1.0 0.20% PVC 0.011 0.35 0.198 1.76 1.16 0.30 30% 12" PVC at 0.20%; 30% Full MH#2 MH#1 Circular 2.0 0.28% RCP 0.013 12.81 3.003 4.27 5.07 1.82 91% 24" PVC at 0.28%; 91% Full MH#1 Tie-In Circular 2.0 0.30% RCP 0.013 12.58 2.802 4.49 4.61 1.67 84% 24" PVC at 0.30%; 84% Full Output data calculated by Manning's Equation: 1.49 Q = = Flow rate in cfs R = Hydraulic radius n n = Roughness coefficient S = Channel slope in ft/ft A = Cross-sectional area in sqft Q = AR2/3S1/2 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx JUNCTION LOSS CALCULATIONS JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) Q1 Q4 = 12.58 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.74 cfs V4 = 4.49 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 4.27 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 Q4 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 90.0 ° DELTA HGL = [( 12.58 )( 4.49 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.74 )( 4.27 )( cos 90.0 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 12.81 cfs Q3 = 1.09 cfs Q2 = cfs Q1 = 11.85 cfs Q2 V4 = 4.27 ft/s V3 = 2.45 ft/s V2 = ft/s V1 = 4.08 ft/s A4 = 3.142 ft2 A3 = 0.785 ft2 A2 = ft2 A1 = 3.142 ft2 Q3 g = 32.2 ft/s2 Ø3 = 90 ° Ø2 = ° Ø1 = 0 ° Q4 DELTA HGL = [( 12.81 )( 4.27 )]-[( 1.09 )( 2.45 )( cos 90 °)+( 0.35 )( 1.76 )( cos 90 °)+( 11.85 )( 4.08 )( cos 0 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q4 = 11.95 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 11.95 cfs Q1 V4 = 4.08 ft/s V3 = 0.00 ft/s V2 = = ft/s V1 = 4.08 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 Q4 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 44° DELTA HGL = [( 11.95 )( 4.08 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 11.95 )( 4.08 )( cos 44 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q2 Q4 = 11.95 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 10.29 cfs V4 = 4.08 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.58 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 Q1 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 46° Q4 DELTA HGL = [( 11.95 )( 4.08 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 2.57 )( 2.44 )( cos 46 °)+( 10.29 )( 3.58 )( cos 46 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft 1.767 46 18.81 0.19 MH#4 101.17 13.68 0.14 MH#3 101.17 2.57 2.44 MH#2 101.17 0.00 0.00 0.0000 101.17 0.35 1.76 0.785 90 6.35 0.06 12/01/09 0.00 0.00 0.0000 56.48 0.56 MH#1 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 1 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q1 Q4 = 2.64 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.41 cfs Q2 V4 = 2.44 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.40 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 = 45° Q4 DELTA HGL = [( 2.64 )( 2.44 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.33 )( 1.79 )( cos 90 °)+( 2.41 )( 2.40 )( cos 45 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.41 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.14 cfs V4 = 2.40 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.36 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 = 45° Q2 Q4 DELTA HGL = [( 2.41 )( 2.40 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.39 )( 1.87 )( cos 64 °)+( 2.14 )( 2.36 )( cos 45 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.20 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.14 cfs V4 = 2.36 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = = 2.36 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 = 47° Q4 DELTA HGL = [( 2.20 )( 2.36 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 2.14 )( 2.36 )( cos 47 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.23 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.08 cfs V4 = 2.36 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.33 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° Q2 Q4 DELTA HGL = [( 2.23 )( 2.36 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.22 )( 1.59 )( cos 90 °)+( 2.08 )( 2.33 )( cos 90 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft MH#8 56.90 0.22 1.59 0.785 90 5.26 0.09 0.0000 1.75 0.03 MH#7 56.90 1.89 0.03 MH#6 56.90 0.00 0.00 MH#5 56.90 0.39 1.87 0.785 64 0.33 1.79 0.785 90 2.35 0.04 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 2 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q1 Q4 = 10.62 cfs Q3 = 2.28 cfs Q2 = cfs Q1 = 8.43 cfs Q4 V4 = 3.58 ft/s V3 = 2.39 ft/s V2 = ft/s V1 = 2.86 ft/s A4 = 3.142 ft2 A3 = 1.767 ft2 A2 = ft2 A1 = 3.142 ft2 Q2 g = 32.2 ft/s2 Ø3 = 90 ° Ø2 = ° Ø1 = 90 ° Q3 DELTA HGL = [( 10.62 )( 3.58 )]-[( 2.28 )( 2.39 )( cos 90 °)+( 0.25 )( 1.62 )( cos 0 °)+( 8.43 )( 2.86 )( cos 90 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q4 Q4 = 2.34 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.00 cfs V4 = 2.39 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.69 ft/s Q2 Q1 A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 90° DELTA HGL = [( 2.34 )( 2.39 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.39 )( 1.84 )( cos 90 °)+( 2.00 )( 2.69 )( cos 90 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 8.56 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 4.48 cfs V4 = 2.86 ft/s V3 = 0.00 ft/s V2 = = ft/s V1 = 2.51 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 3.142 ft2 Q2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 17° Q4 DELTA HGL = [( 8.56 )( 2.86 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 4.43 )( 2.50 )( cos 90 °)+( 4.48 )( 2.51 )( cos 17 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q3 Q1 Q4 = 4.59 cfs Q3 = 1.04 cfs Q2 = cfs Q1 = 2.72 cfs V4 = 2.50 ft/s V3 = 2.44 ft/s V2 = ft/s V1 = 2.49 ft/s A4 = 3.142 ft2 A3 = 0.785 ft2 A2 = ft2 A1 = 1.767 ft2 Q4 g = 32.2 ft/s2 Ø3 = 118 ° Ø2 = ° Ø1 = 13 ° Q2 DELTA HGL = [( 4.59 )( 2.50 )]-[( 1.04 )( 2.44 )( cos 118 °)+( 1.00 )( 2.40 )( cos 90 °)+( 2.72 )( 2.49 )( cos 13 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = 6.07 = 0.08 ft MH#12 79.03 MH#11 101.17 1.00 2.40 0.785 90 4.43 2.50 3.142 90 13.73 0.14 0.785 90 5.59 0.14 MH#10 41.09 37.61 0.37 MH#9 101.17 0.39 1.84 0.25 1.62 0.7850 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 3 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q4 Q4 = 1.00 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.71 cfs V4 = 2.40 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.18 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 21° Q1 DELTA HGL = [( 1.00 )( 2.40 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.71 )( 2.18 )( cos 21 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 = 2.81 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.58 cfs V4 = 2.49 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.44 ft/s Q4 Q1 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 = [( 2.81 )( 2.49 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 2.58 )( 2.44 )( cos 0 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q2 Q4 = 2.60 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.67 cfs V4 = 2.44 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.69 ft/s s Q1 A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q4 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 78° DELTA HGL = [( 2.60 )( 2.44 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 1.03 )( 2.44 )( cos 0 °)+( 1.67 )( 2.69 )( cos 78 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 = 1.06 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.55 cfs V4 = 2.44 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.04 ft/s Q2 Q1 A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 90° Q4 DELTA HGL = [( 1.06 )( 2.44 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.52 )( 2.00 )( cos 90 °)+( 0.55 )( 2.04 )( cos 90 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft 0.785 90 2.59 0.10 MH#14 25.28 2.90 0.07 MH#13 41.09 0.52 2.00 CB#9 56.90 1.03 2.44 0.7850 0.00 0.00 0.0000 0.70 0.01 0.0000 0.96 0.04 DI#3 25.28 0.00 0.00 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 4 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q2 Q4 = 1.75 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.76 cfs V4 = 2.69 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.23 ft/s Q4 A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 67° Q1 DELTA HGL = [( 1.75 )( 2.69 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.18 )( 1.49 )( cos 78 °)+( 0.76 )( 2.23 )( cos 67 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 4.48 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 3.88 cfs V4 = 2.51 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.65 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 = 52° Q4 DELTA HGL = [( 4.48 )( 2.51 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 3.88 )( 2.65 )( cos 52 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 3.99 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 3.55 cfs Q1 V4 = 2.65 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.61 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 = 13° Q4 DELTA HGL = [( 3.99 )( 2.65 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 3.55 )( 2.61 )( cos 13 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 3.63 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.77 cfs Q1 V4 = 2.61 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.48 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 Q4 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 20° DELTA HGL = [( 3.63 )( 2.61 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 2.77 )( 2.48 )( cos 20 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft DI#9 56.90 0.00 0.00 0.0000 3.02 0.05 0.0000 1.55 0.03 DI#8 56.90 4.91 0.06 DI#7 79.03 0.00 0.00 CB#10 25.28 0.00 0.00 0.0000 0.18 1.49 0.785 78 3.99 0.16 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 5 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q2 Q4 = 2.79 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.55 cfs V4 = 2.48 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.46 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 Q1 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 21° Q4 DELTA HGL = [( 2.79 )( 2.48 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.28 )( 1.70 )( cos 93 °)+( 2.55 )( 2.46 )( cos 21 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 2.62 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.99 cfs V4 = 2.46 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.67 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q4 Q1 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 0° DELTA HGL = [( 2.62 )( 2.46 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.99 )( 2.67 )( cos 0 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.02 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.38 cfs V4 = 2.67 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.62 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q4 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 18° DELTA HGL = [( 2.02 )( 2.67 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.38 )( 2.62 )( cos 18 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.42 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.29 cfs V4 = 2.62 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.59 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q4 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 72° DELTA HGL = [( 1.42 )( 2.62 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.29 )( 2.59 )( cos 72 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = 2.69 = 0.11 ft CB#13 25.28 DI#12 25.28 0.00 0.00 0.0000 0.00 0.00 0.0000 1.95 0.08 0.0000 1.13 0.03 DI#11 41.09 1.09 0.02 MH#15 56.90 0.00 0.00 0.28 1.70 0.785 93 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 6 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 12/01/09 Q1 Q4 = 1.35 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.76 cfs V4 = 2.59 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.23 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 9° Q4 DELTA HGL = [( 1.35 )( 2.59 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.67 )( 2.12 )( cos 90 °)+( 0.76 )( 2.23 )( cos 9 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 0.77 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.19 cfs V4 = 2.23 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 1.55 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 14° Q4 DELTA HGL = [( 0.77 )( 2.23 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.19 )( 1.55 )( cos 14 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 = 0.20 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.20 cfs Q1 V4 = 1.55 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 1.52 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 83° Q4 DELTA HGL = [( 0.20 )( 1.55 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.20 )( 1.52 )( cos 83 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 Q4 = 0.21 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.21 cfs V4 = 1.52 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 1.59 ft/s A4 = 0.785 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 g = 32.2 ft/s2 Ø3= 0° Ø2= ° Ø1 = 90° Q1 DELTA HGL = [( 0.21 )( 1.52 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.21 )( 1.59 )( cos 90 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft 0.0000 0.32 0.01 MH#18 25.28 0.27 0.01 MH#17 25.28 0.00 0.00 DI#13 25.28 0.00 0.00 0.0000 0.00 0.00 0.0000 1.43 0.06 0.785 90 1.82 0.07 MH#16 25.28 0.67 2.12 KMc>U:\Grand Island Village\Drainage-S tudy\02-GIV-Junction-Loss-Calcs >Junction-Loss-CalcsPDF Page 7 of 7 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx HYDRAULIC GRADE LINE CALCULATIONS HYDRAULIC GRADE 12/01/09 LINE CALCULATIONS FOR GRAND ISLAND VILLAGE Q10 RUN VELOCITY K-V2 CHANGE H.G.L. AT FROM (CFS) (FEET) (FT/SEC) FACTOR 2G IN H.G.L. ELEVATION Soffit of Existing 24" RCP at Project Tie-In 357.00 Tie-In MH#1 12.58 30 4.49 0.08 357.08 MH#1 0.56 357.64 MH#1 MH#2 12.58 40 4.27 0.10 357.74 MH#2 0.06 357.80 MH#2 CB#1 0.35 10 1.76 0.01 357.81 CB#1 0.35 1.76 1.20 0.05 0.06 357.87 < MH#2 CB#2 1.09 20 2.45 0.04 357.85 CB#2 1.09 2.45 1.20 0.09 0.11 357.96 < MH#2 MH#3 11.85 50 4.08 0.11 357.92 MH#3 0.14 358.06 MH#3 MH#4 11.95 32 4.08 0.07 358.13 MH#4 0.19 358.32 MH#4 MH#5 2.57 96 2.44 0.12 358.44 MH#5 0.04 358.48 MH#5 CB#3 0.33 10 1.79 0.01 358.49 CB#3 0.34 1.79 1.20 0.05 0.06 358.55 < MH#5 MH#6 2.41 28 2.40 0.03 358.51 MH#6 0.03 358.54 MH#6 CB#4 0.39 8 1.87 0.01 358.55 CB#4 0.39 1.87 1.20 0.05 0.07 358.62 < MH#6 MH#7 2.14 110 2.36 0.12 358.66 MH#7 0.03 358.69 MH#7 MH#8 2.20 72 2.36 0.08 358.78 MH#8 0.09 358.87 MH#8 CB#5 2.08 25 2.33 0.03 358.89 CB#5 2.10 2.33 1.20 0.08 0.10 358.99 < MH#8 DI#1 0.22 0.22 46 1.59 0.04 358.91 DI#1 0.22 1.59 1.20 0.04 0.05 358.95 < MH#4 MH#9 10.29 181 3.58 0.32 358.64 MH#9 0.37 359.01 MH#9 CB#6 0.25 17 1.62 0.02 359.03 CB#6 0.25 1.62 1.20 0.04 0.05 359.08 < MH#9 MH#10 2.28 80 2.39 0.09 359.10 MH#10 0.14 359.24 MH#10 CB#7 0.39 20 1.87 0.02 359.27 CB#7 0.39 1.87 1.20 0.05 0.07 359.33 < MH#10 CB#8 2.00 13 2.69 0.03 359.28 CB#8 2.00 2.69 1.20 0.11 0.13 359.41 < MH#9 MH#11 8.43 90 2.86 0.10 359.11 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 l = pipe length (feet) v = velocity (ft/sec) d = pipe diameter (feet) 2.0 1.5 1.0 1.0 1.0 2.0 1.0 1.5 1.5 1.5 1.0 1.5 1.0 2.0 2.0 1.5 2.0 1.0 1.0 ARRIVING PIPE DIA (FEET) 2.0 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-HGL-Calcs >HGL-Calcs-PDF Page 1 of 3 HYDRAULIC GRADE 12/01/09 LINE CALCULATIONS FOR GRAND ISLAND VILLAGE Q10 RUN VELOCITY K-V2 CHANGE H.G.L. AT FROM (CFS) (FEET) (FT/SEC) FACTOR 2G IN H.G.L. ELEVATION ARRIVING PIPE DIA (FEET) MH#11 0.14 359.25 MH#11 MH#12 4.43 135 2.50 0.12 359.37 MH#12 0.08 359.45 MH#12 DI#2 1.04 61 2.44 0.13 359.58 DI#2 1.06 2.44 1.20 0.09 0.11 359.69 < MH#12 DI#3 1.00 64 2.40 0.13 359.58 DI#3 0.04 359.62 < DI#3 DI#4 0.71 98 2.18 0.16 359.78 DI#4 0.73 2.18 1.20 0.07 0.09 359.87 < MH#12 CB#9 2.72 111 2.49 0.14 359.59 CB#9 0.01 359.60 < CB#9 MH#13 2.58 42 2.44 0.05 359.65 MH#13 0.07 359.72 MH#13 MH#14 1.03 66 2.44 0.14 359.86 MH#14 0.10 359.96 MH#14 DI#5 0.52 39 2.00 0.05 360.01 DI#5 0.53 2.00 1.20 0.06 0.07 360.08 < MH#14 DI#6 0.55 19 2.04 0.03 359.98 DI#6 0.56 2.04 1.20 0.06 0.08 360.06 < MH#13 CB#10 1.67 128 2.69 0.32 360.04 CB#10 0.16 360.20 < CB#10 CB#11 0.18 7 1.49 0.01 360.21 CB#11 0.18 1.49 1.20 0.03 0.04 360.25 < CB#10 CB#12 0.76 37 2.23 0.06 360.26 CB#12 0.77 2.23 1.20 0.08 0.09 360.36 < MH#11 DI#7 4.48 53 2.51 0.05 359.30 DI#7 0.06 359.36 < DI#7 DI#8 3.88 101 2.65 0.14 359.50 DI#8 0.03 359.53 < DI#8 DI#9 3.55 79 2.61 0.11 359.64 DI#9 0.05 359.69 < DI#9 MH#15 2.77 45 2.48 0.06 359.75 MH#15 0.02 359.77 MH#15 DI#10 0.28 161 1.70 0.16 359.93 DI#10 0.31 1.70 1.20 0.04 0.05 359.98 < MH#15 DI#11 2.55 98 2.46 0.12 359.89 DI#11 0.03 359.92 < DI#11 DI#12 1.99 58 2.67 0.14 360.06 DI#12 0.08 360.14 < DI#12 CB#13 1.38 115 2.62 0.27 360.42 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 l = pipe length (feet) v = velocity (ft/sec) d = pipe diameter (feet) 1.5 1.0 1.0 1.5 1.5 1.0 1.0 2.0 1.5 1.0 1.0 1.0 1.5 1.0 1.0 1.0 1.0 1.5 2.0 1.0 KMc>U:\Grand Island Village\Drainage-Study\0 2-GIV-HGL-Calcs >HGL-Calcs-PDF Page 2 of 3 HYDRAULIC GRADE 12/01/09 LINE CALCULATIONS FOR GRAND ISLAND VILLAGE Q10 RUN VELOCITY K-V2 CHANGE H.G.L. AT FROM (CFS) (FEET) (FT/SEC) FACTOR 2G IN H.G.L. ELEVATION ARRIVING PIPE DIA (FEET) CB#13 0.11 360.53 < CB#13 MH#16 1.29 75 2.59 0.17 360.70 MH#16 0.07 360.77 MH#16 CB#14 0.67 44 2.12 0.07 360.84 CB#14 0.67 2.12 1.20 0.07 0.08 360.92 < MH#16 DI#13 0.76 76 2.23 0.13 360.90 DI#13 0.06 360.96 < DI#13 MH#17 0.19 82 1.55 0.07 361.03 MH#17 0.01 361.04 MH#17 MH#18 0.20 164 1.52 0.13 361.17 MH#18 0.01 361.18 MH#18 DI#14 0.21 25 1.59 0.02 361.20 DI#14 0.22 1.59 1.20 0.04 0.05 361.25 < 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 Catch Basin & Drop Inlet Data: l = pipe length (feet) CB/DI Normal Delta Delta v = velocity (ft/sec) No. Flowline HGL FL -HGL Allowed Okay? d = pipe diameter (feet) CB#1 361.58 357.87 3.71 > 0.50 Yes CB#CB#2 361.65 357.96 3.69 > 0.50 Yes CB#3 362.96 358.55 4.41 > 0.50 Yes CB#4 362.59 358.62 3.97 > 0.50 Yes CB#5 362.75 358.99 3.76 > 0.50 Yes CB#6 364.29 359.08 5.21 > 0.50 Yes CB#7 361.75 359.33 2.42 > 0.50 Yes CB#8 361.75 359.41 2.34 > 0.50 Yes CB#9 365.10 359.60 5.50 > 0.50 Yes CB#10 363.47 360.20 3.27 > 0.50 Yes CB#11 364.89 360.25 4.64 > 0.50 Yes CB#12 363.52 360.36 3.16 > 0.50 Yes CB#13 364.87 360.53 4.34 > 0.50 Yes CB#14 364.20 360.92 3.28 > 0.50 Yes DI#1 363.97 358.95 5.02 > 0.50 Yes DI#2 362.62 359.69 2.93 > 0.50 Yes DI#3 364.38 359.62 4.76 > 0.50 Yes DI#4 363.97 359.87 4.10 > 0.50 Yes DI#5 363.65 360.08 3.57 > 0.50 Yes DI#6 363.82 360.06 3.76 > 0.50 Yes DI#7 362.59 359.36 3.23 > 0.50 Yes DI#8 362.67 359.53 3.14 > 0.50 Yes DI#9 362.71 359.69 3.02 > 0.50 Yes DI#10 364.56 359.98 4.58 > 0.50 Yes DI#11 363.71 359.92 3.79 > 0.50 Yes DI#12 364.12 360.14 3.98 > 0.50 Yes DI#13 364.25 360.96 3.29 > 0.50 Yes DI#14 362.24 361.25 0.99 > 0.50 Yes 1.0 1.0 1.0 1.0 1.0 1.0 KMc>U:\Grand Island Village\Drainage-Study\02-GIV-HGL-Calcs >HGL-Calcs-PDF Page 3 of 3 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx TEMPORARY SUMP CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Temp-Sump-Calcs >Sump-Calcs Page 1 of 1 TEMPORARY SUMP 01/27/09 SIZING CALCULATIONS GRAND ISLAND VILLAGE TEMP. SUMP "A" AT CATCH BASIN #14 VOL. REQ = 0.15 * Σ( C * A ) Sub-Area B1 (Undeveloped) Sub-Area B2 (Undeveloped) Sub-Area B3 (Undeveloped) Sub-Area C1 (Developed) Sub-Area C2 (Developed) Σ(C*A)= VOL. REQ = 0.15 * Σ( C * A ) VOL. REQ = 0.15 * 0.431 VOL. REQ = 0.06 Ac-Ft VOL. REQ = 2,815 Ft3 VOL. PROV. = [Max. Water Depth] *[ (Area Top) + 4.00 * (Area Mid) + (Area Bott) ]* 1/6 VOL. PROV. = 3.25 *[ 1,449.25 + 4.00 * 866.69 + 432 ]* 1/6 VOL. PROV. = 2,897 Ft3 VOL. PROV. = 0.07 Ac-Ft TEMP. SUMP "B" AT NORTHERLY PROPERTY LINE: VOL. REQ = 0.15 * Σ( C * A ) Sub-Area W1 (Developed) Sub-Area W2 (Developed) Sub-Area W3 (Undeveloped) Sub-Area W4 (Undeveloped) Σ(C*A)= VOL. REQ = 0.15 * Σ( C * A ) VOL. REQ = 0.15 * 0.527 VOL. REQ = 0.08 Ac-Ft VOL. REQ = 3,442 Ft3 VOL. PROV. = [Max. Water Depth] *[ (Area Top) + 4.00 * (Area Mid) + (Area Bott) ]* 1/6 VOL. PROV. = 1.5 *[ 2,772.00 + 4.00 * 2,315.25 + 1,890.00 ]* 1/6 VOL. PROV. = 3,481 Ft3 VOL. PROV. = 0.08 Ac-Ft C-VALUE 0.95 0.281 0.15 0.251 0.267 0.038 LOCATION AREA (ac) C*A C-VALUE 0.15 0.90 0.431 LOCATION AREA (ac) 0.155 0.15 0.527 0.145 0.022 0.237 0.95 0.211 0.200 0.90 0.263 C*A 0.014 0.149 0.134 0.15 0.092 0.023 0.15 0.153 0.023 Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx APPENDIX “A” INTENSITY-DURATION-FR EQUENCY CURVES URBAN RUNOFF COEFFICIENTS CHART GUTTER FLOWCHARTS Drainage Study for Grand Island Village Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\02-GIV-Drainage-Text-GIV.docx APPENDIX “B” COB COMMENT LETTER 01/26/2010 BOLTHOUSE RESPONSE LETTER 03/03/2010 UNRECORDED TEMPORARY FLOWAGE EASEMENT UNRECORDED PERMANENT FLOWAGE EASEMENT