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HomeMy WebLinkAboutGrand Island Village - Buena Vista and Ming - Revision Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx PURPOSE OF STUDY: This study is submitted as a revision to the previously-approved Drainage Study for Grand Island Village shopping center, located at the northwest corner of Ming Avenue and Buena Vista Road, in the City of Bakersfield, original approved by the City of Bakersfield Public Works Department on March 16, 2010. This study re-analyzes the drainage system due to changes incurred per the revised site plan approved by the City of Bakersfield Planning Department on February 14, 2011 (Revised SPR No. 09-0840). DESCRIPTION OF WATERSHED: Current Land Use: Commercial/retail shopping center, currently under construction. 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 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. Times of Concentration for initial subareas are determined to be less than ten (10) minutes, therefore a minimum Initial Time of Concentration of ten (10) minutes is used in the Study. 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 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. A Flowage Easement to the City of Bakersfield has been recorded as Document No. 0210033590, of Official Records in the office of the Kern County Recorder. A Temporary Flowage and Drainage Easement to the City of Bakersfield has been recorded as Document No. 0210033591, of Official Records in the office of the Kern County Recorder. Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx SUB-AREA STATISTICS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-SubArea-Stats >GIV(R) Page 1 of 3 CITY OF BAKERSFIELD 03/08/11 GRAND ISLAND VILLAGE SUB-AREA STATISTICS REVISED SPR 09-0840 *Indicates Initial Sub-Area WATERSHED SUB-AREA C-VALUE ACREAGE (ac) LENGTH (feet) FALL (feet) AVG. SLOPE A1* 0.95 0.126 ---------A2 0.95 0.049 85 4.05 4.76% B1* 0.95 0.067 ---------B2* 0.90 0.219 ---------B3 0.90 0.280 213 1.15 0.54% B4 0.90 0.158 194 0.36 0.19% B5* 0.90 0.067 ---------C1* 0.95 0.044 ---------C2 0.90 0.204 138 1.84 1.33% C3* 0.90 0.079 ---------D1* 0.95 0.036 ---------D2 0.90 0.358 279 2.09 0.75% D3* 0.90 0.237 ---------E1* 0.95 0.056 ---------E2 0.90 0.113 180 1.34 0.74% F1* 0.95 0.023 ---------F2 0.90 0.129 117 1.27 1.09% G1* 0.95 0.010 ---------G2 0.90 0.283 117 2.28 1.95% G3* 0.95 0.027 ---------H1* 0.95 0.117 ---------H2 0.90 0.326 124 2.58 2.08% I1* 0.95 0.089 ---------I2* 0.95 0.021 ---------I3 0.90 0.074 59 1.17 1.98% J1* 0.95 0.057 ---------J2* 0.95 0.012 ---------J3 0.90 0.339 164 3.58 2.18% J4* 0.95 0.065 ---------J5 0.90 0.210 115 2.19 1.90% K1* 0.95 0.061 ---------K2 0.90 0.290 119 2.15 1.81% L1* 0.95 0.013 ---------L2* 0.95 0.054 ---------L3 0.90 0.278 144 2.23 1.55% L4* 0.90 0.196 ---------M1* 0.95 0.083 ---------M2 0.90 0.336 288 2.47 0.86% M3 0.90 0.036 27 0.43 1.59% M4* 0.90 0.079 ---------N1* 0.90 0.114 ---------N2 0.90 0.108 61 0.37 0.61% N3 0.90 0.240 144 0.55 0.38% N4* 0.90 0.052 ---------ACDFBJLKMEGHIN KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-SubArea-Stats >GIV(R) Page 2 of 3 CITY OF BAKERSFIELD 03/08/11 GRAND ISLAND VILLAGE SUB-AREA STATISTICS REVISED SPR 09-0840 *Indicates Initial Sub-Area WATERSHED SUB-AREA C-VALUE ACREAGE (ac) LENGTH (feet) FALL (feet) AVG. SLOPE O1* 0.95 0.066 ---------O2 0.90 0.070 175 1.35 0.77% O3* 0.90 0.036 ---------P1* 0.95 0.025 ---------P2 0.90 0.289 102 2.00 1.96% Q Q1* 0.90 0.292 ---------R1* 0.95 0.084 ---------R2 0.90 0.041 104 1.31 1.26% R3* 0.90 0.030 ---------S1* 0.95 0.085 ---------S2 0.90 0.406 210 3.86 1.84% S3* 0.95 0.026 ---------S4 0.90 0.207 128 3.09 2.41% T1* 0.95 0.085 ---------T2 0.90 0.334 263 2.50 0.95% T3* 0.90 0.068 ---------U1* 0.95 0.025 ---------U2 0.90 0.201 102 1.33 1.30% V1* 0.95 0.046 ---------V2 0.90 0.091 191 1.42 0.74% V3* 0.90 0.030 ---------W1* 0.90 0.533 ---------W2 0.90 0.412 234 0.87 0.37% W3 0.90 0.443 235 0.66 0.28% W4* 0.90 0.079 ---------X1* 0.95 0.017 ---------X2 0.90 0.205 175 1.57 0.90% X3* 0.90 0.081 ---------Y1* 0.95 0.038 ---------Y2 0.90 0.288 229 2.98 1.30% Y3* 0.95 0.145 ---------Y4 0.90 0.271 220 0.56 0.25% Y5* 0.90 0.104 ---------Z1* 0.95 0.019 ---------Z2* 0.95 0.052 ---------Z3 0.90 0.065 58 0.58 1.00% AA1* 0.95 0.054 ---------AA2 0.90 0.129 145 1.96 1.35% AA3* 0.90 0.070 ---------BB1* 0.95 0.055 ---------BB2 0.90 0.156 154 1.59 1.03% CC1* 0.95 0.050 ---------CC2 0.90 0.315 192 1.67 0.87% CC3* 0.95 0.031 ---------CC4 0.90 0.282 178 1.67 0.94% Z AA BB CC RSYOPVTUWX KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-SubArea-Stats >GIV(R) Page 3 of 3 CITY OF BAKERSFIELD 03/08/11 GRAND ISLAND VILLAGE SUB-AREA STATISTICS REVISED SPR 09-0840 *Indicates Initial Sub-Area WATERSHED SUB-AREA C-VALUE ACREAGE (ac) LENGTH (feet) FALL (feet) AVG. SLOPE DD1* 0.90 0.138 ---------DD2* 0.90 0.074 ---------Total Project Gross Drainage Acreage: 12.458 DD Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx DRAINAGE SUB-AREA MAP DI#7 MH#1 EX CB#3 CB#4 CB#5 MH#5 MH#6 MH#7 MH#8 DI#1 MH#9 CB#6 CB#7 MH#11 MH#12 MH#13 DI#2 CB#9 CB#10 MH#14 MH#18 MH#17 DI#8 DI#9 DI#13 CB#13 CB#14 DI#3 DI#4 12 18 20 21 23 25 30 34 SUBAREA F1 SUBAREA I3 SUB-AREA J1 SUBAREA L1 SUBAREA L2 SUBAREA O1 SUBAREA P1 SUB-AREA R1 SUB-AREA R2 SUB-AREA S1 SUB-AREA M1 SUB-AREA T1 SUBAREA W4 SUBAREAZ1 SUBAREA Z2 SUBAREA Z3 SUBAREA AA1 SUBAREA BB1 SUBAREA CC1 SUBAREAI2 SUBAREA B3 SUBAREA B1 SUBAREA B5 SUB-AREA A1 SUB-AREA A2 SUBAREA C1 SUBAREA E1 SUBAREA D3 SUBAREA G2 SUBAREA H1 SUBAREA H2 SUBAREA I1 SUBAREA J3 SUBAREA J5 SUB-AREA J4 SUB-AREA K1 SUBAREA K2 SUBAREA L3 SUBAREA L4 SUBAREA N3 SUBAREA N2 SUBAREA M4 SUBAREA M2 SUB-AREA T2 SUBAREA W1 SUBAREA W2 SUBAREA W3 SUBAREA Y1 SUB-AREA Y2 SUB-AREA Y3SUB-AREA Y4 SUBAREA Y5SUBAREA AA2 SUBAREA AA3 SUBAREA BB2 SUBAREA CC2 SUBAREA Q1 SUBAREA DD1 SUBAREA D2 SUBAREA G3 SUBAREA N1 17 MH#4 SUBAREA CC3SUBAREA CC4 MH#3 22 24 SUBAREA T3 SUBAREA M3 7 19 DI#11 DI#12 MH#16 FUEL TANKS PAD 2 DRUG STORE PAD 3 PAD 4 MARKET SHOPS RETAIL 1 FUELISLANDS 9 SUB-AREA J2 11 32 1 SUB-AREA C3 SUBAREA C2 5 SUBAREA D1 SUB-AREA F2 8 SUBAREA G1 SUBAREA E2 6 DI#10 13 33 14 SUB-AREA N4 CB#12 16 SUBAREA O3 SUBAREA P2 SUBAREA R3 2 SUB-AREA B4 SUBAREA U1 MH#10 CB#8 27 PAD 1 CB#17 CB#16 CB#15 MH#15 CB#1 CB#2 MH#2 DI#5 DI#6 3SUBAREA B2 SUBAREA B3 􀀳􀁋􀀝􀀃􀀙􀀙􀀔􀀑􀀖􀀕􀀖􀀑􀀗􀀓􀀓􀀘􀀃􀀃􀂇􀀃􀀃􀁚􀁚􀁚􀀑􀁅􀁒􀁏􀁗􀁋􀁒􀁘􀁖􀁈􀁓􀁕􀁒􀁓􀁈􀁕􀁗􀁌􀁈􀁖􀀑􀁆􀁒􀁐 2000 OAK STREET, SUITE 250, BAKERSFIELD, CA 93301 OF SHEETS DRAWN BY: DATE: SHEET: ACAD FILE: NO. DATE REVISION K. McWhorter 03/08/11 DRAINAGE-STUDY-03 MATCHLINE -SEE BELOW RIGHT MATCHLINE -SEE ABOVE LEFT Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx 5-YEAR SURFACE FLOWS FOR CURB DEPTH CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-5Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 0.126 10.00 1.50 0.95 0.120 0.18 DI#13 A2 0.049 85 4.05 4.76% 3.40 0.42 10.42 1.47 0.95 0.047 0.166 0.25 <2" Ponding Depth 􀆶􀀃at DI#1 A1-A2 0.175 10.42 1.47 0.166 0.25 = Q5 at DI#13 2 B1 0.067 10.00 1.50 0.95 0.064 0.10 3 B2 0.219 10.00 1.50 0.90 0.197 0.30 4 B3 0.280 213 1.15 0.54% 1.70 2.09 12.09 1.35 0.90 0.252 0.449 0.61 CB#17 B4 0.158 194 0.36 0.19% 1.40 2.31 14.40 1.23 0.90 0.142 0.591 0.73 3.0" Curb Depth CB#17 B5 0.067 10.00 1.50 0.90 0.060 0.09 􀆶􀀃@CB#17 B1-B5 0.791 14.40 1.23 0.715 0.89 = Q5 at CB#17 5 C1 0.044 10.00 1.50 0.95 0.042 0.06 CB#16 C2 0.204 138 1.84 1.33% 2.00 1.15 11.15 1.42 0.90 0.184 0.225 0.32 2.4" Curb Depth CB#16 C3 0.079 10.00 1.50 0.90 0.071 0.11 􀆶􀀃at CB#16 C1-C3 0.327 11.15 1.42 0.297 0.42 = Q5 at CB#16 3 D1 0.036 10.00 1.50 0.95 0.034 0.05 CB#14 D2 0.358 279 2.09 0.75% 1.65 2.82 12.82 1.32 0.90 0.322 0.356 0.47 2.4" Curb Depth CB#14 D3 0.237 10.00 1.50 0.90 0.213 0.32 􀆶􀀃at CB#14 D1-D3 0.631 12.82 1.32 0.570 0.76 = Q5 at CB#14 6 E1 0.056 10.00 1.50 0.95 0.053 0.08 CB#15 E2 0.113 180 1.34 0.74% 1.65 1.82 11.82 1.37 0.90 0.102 0.155 0.21 2.0" Curb Depth 􀆶􀀃at CB#15 E1-E2 0.169 11.82 1.37 0.155 0.21 = Q5 at CB#15 7 F1 0.023 10.00 1.50 0.95 0.022 0.03 CB#13 F2 0.129 117 1.27 1.09% 1.90 1.03 11.03 1.43 0.90 0.116 0.138 0.20 <2" Curb Depth 􀆶􀀃at CB#13 F1-F2 0.152 11.03 1.43 0.138 0.20 = Q5 at CB#13 8 G1 0.010 10.00 1.50 0.95 0.010 0.01 DI#12 G2 0.283 117 2.28 1.95% 2.40 0.81 10.81 1.44 0.90 0.255 0.264 0.38 <2" Ponding Depth 19 G3 0.027 10.00 1.50 0.95 0.026 0.04 􀆶􀀃at DI#12 G1-G3 0.320 10.81 1.44 0.290 0.42 = Q5 at DI#12 TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-5Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 9 H1 0.117 10.00 1.50 0.95 0.111 0.17 DI#11 H2 0.326 124 2.58 2.08% 2.55 0.81 10.81 1.44 0.90 0.293 0.405 0.59 2.1" Ponding Depth 􀆶􀀃at DI#11 H1-H2 0.443 10.81 1.44 0.405 0.59 = Q5 at DI#11 10 I1 0.089 10.00 1.50 0.95 0.085 0.13 11 I2 0.021 10.00 1.50 0.95 0.020 0.03 DI#10 I3 0.074 59 1.17 1.98% 2.50 0.39 10.39 1.47 0.90 0.067 0.151 0.22 <2" Ponding Depth 􀆶􀀃at DI#10 I1-I3 0.184 10.39 1.47 0.171 0.25 = Q5 at DI#10 9 J1 0.057 10.00 1.50 0.95 0.054 0.08 11 J2 0.012 10.00 1.50 0.95 0.011 0.02 DI#9 J3 0.339 164 3.58 2.18% 2.50 1.09 11.09 1.42 0.90 0.305 0.371 0.371 0.53 <2" Ponding Depth 12 J4 0.065 10.00 1.50 0.95 0.062 0.09 DI#9 J5 0.210 115 2.19 1.90% 2.40 0.80 10.80 1.44 0.90 0.189 0.251 0.36 􀆶􀀃at DI#9 J1-J5 0.683 11.09 1.42 0.621 0.89 = Q5 at DI#9 13 K1 0.061 10.00 1.50 0.95 0.058 0.09 DI#8 K2 0.290 119 2.15 1.81% 2.40 0.83 10.83 1.44 0.90 0.261 0.319 0.46 2.1" Ponding Depth 􀆶􀀃at DI#8 K1-K2 0.351 10.83 1.44 0.319 0.46 = Q5 at DI#8 13 L1 0.013 10.00 1.50 0.95 0.012 0.02 14 L2 0.054 10.00 1.50 0.95 0.051 0.08 DI#7 L3 0.278 144 2.23 1.55% 2.15 1.12 11.12 1.42 0.90 0.250 0.314 0.45 2.1" Ponding Depth DI#7 L4 0.196 10.00 1.50 0.90 0.176 0.27 􀆶􀀃at DI#7 L1-L4 0.541 11.12 1.42 0.490 0.70 = Q5 at DI#7 15 M1 0.083 10.00 1.50 0.95 0.079 0.12 16 M2 0.336 288 2.47 0.86% 1.70 2.82 12.82 1.32 0.90 0.302 0.381 0.51 CB#12 M3 0.036 27 0.43 1.59% 2.70 0.17 12.99 1.31 0.90 0.032 0.414 0.55 2.4" Curb Depth CB#12 M4 0.079 10.00 1.50 0.90 0.071 0.11 􀆶􀀃at CB#12 M1-M4 0.534 12.99 1.31 0.485 0.64 = Q5 at CB#12 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-5Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 17 N1 0.114 10.00 1.50 0.90 0.103 0.16 18 N2 0.108 61 0.37 0.61% 1.50 0.68 10.68 1.45 0.90 0.097 0.200 0.29 CB#10 N3 0.240 144 0.55 0.38% 1.50 1.60 12.28 1.35 0.90 0.216 0.416 0.57 2.4" Curb Depth CB#10 N4 0.052 10.00 1.50 0.90 0.047 0.07 􀆶􀀃at CB#10 N1-N4 0.514 12.28 1.35 0.463 0.63 = Q5 at CB#10 7 O1 0.066 10.00 1.50 0.95 0.063 0.09 CB#11 O2 0.070 175 1.35 0.77% 1.65 1.77 11.77 1.37 0.90 0.063 0.126 0.17 <2" Curb Depth CB#11 O3 0.036 10.00 1.50 0.90 0.032 0.05 􀆶􀀃at CB#11 O1-O3 0.172 11.77 1.37 0.158 0.22 = Q5 at CB#11 19 P1 0.025 10.00 1.50 0.95 0.024 0.04 DI#6 P2 0.289 102 2.00 1.96% 2.40 0.71 10.71 1.45 0.90 0.260 0.284 0.42 <2" Ponding Depth 􀆶􀀃at DI#6 P1-P2 0.314 10.71 1.45 0.284 0.42 = Q5 at DI#6 DI#5 Q1 0.292 10.00 1.50 0.90 0.263 0.40 <2" Ponding Depth 􀆶􀀃at DI#5 Q1 0.292 10.00 1.50 0.263 0.40 = Q5 at DI#5 20 R1 0.084 10.00 1.50 0.95 0.080 0.12 CB#9 R2 0.041 104 1.31 1.26% 2.05 0.85 10.85 1.44 0.90 0.037 0.117 0.17 <2" Curb Depth CB#9 R3 0.030 10.00 1.50 0.90 0.027 0.04 􀆶􀀃at CB#9 R1-R3 0.155 10.85 1.44 0.144 0.21 = Q5 at CB#9 21 S1 0.085 10.00 1.50 0.95 0.081 0.12 DI#2 S2 0.406 210 3.86 1.84% 2.45 1.43 11.43 1.40 0.90 0.365 0.446 0.63 2.1" Ponding Depth 22 S3 0.026 10.00 1.50 0.95 0.025 0.04 DI#2 S4 0.207 128 3.09 2.41% 2.65 0.81 10.81 1.45 0.90 0.186 0.211 0.31 􀆶􀀃at DI#2 S1-S4 0.724 11.43 1.40 0.657 0.93 = Q5 at DI#2 15 T1 0.085 10.00 1.50 0.95 0.081 0.12 DI#4 T2 0.334 263 2.50 0.95% 1.80 2.44 12.44 1.34 0.90 0.301 0.381 0.52 2.3" Ponding Depth DI#4 T3 0.068 10.00 1.50 0.90 0.061 0.09 􀆶􀀃at DI#4 T1-T3 0.487 12.44 1.34 0.443 0.60 = Q5 at DI#4 4KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-5Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 23 U1 0.025 10.00 1.50 0.95 0.024 0.04 DI#3 U2 0.201 102 1.33 1.30% 2.05 0.83 10.83 1.44 0.90 0.181 0.205 0.30 2.0" Ponding Depth 􀆶􀀃at DI#3 U1-U2 0.226 10.83 1.44 0.205 0.30 = Q5 at DI#3 24 V1 0.046 10.00 1.50 0.95 0.044 0.07 CB#6 V2 0.091 191 1.42 0.74% 1.70 1.87 11.87 1.37 0.90 0.082 0.126 0.17 <2" Curb Depth CB#6 V3 0.030 10.00 1.50 0.90 0.027 0.04 􀆶􀀃at CB#6 V1-V3 0.167 11.87 1.37 0.153 0.21 = Q5 at CB#6 25 W1 0.533 10.00 1.50 0.90 0.480 0.73 26 W2 0.412 234 0.87 0.37% 1.90 2.05 12.05 1.36 0.90 0.371 0.851 1.17 CB#8 W3 0.443 235 0.66 0.28% 1.80 2.18 2.18 14.23 1.24 0.90 0.399 1.249 1.56 3.5" Curb Depth CB#8 W4 0.079 10.00 1.50 0.90 0.071 0.11 􀆶􀀃at CB#8 W1-W4 1.467 14.23 1.24 1.320 1.65 = Q5 at CB#8 27 X1 0.017 10.00 1.50 0.95 0.016 0.02 CB#7 X2 0.205 175 1.57 0.90% 1.80 1.62 11.62 1.38 0.90 0.185 0.201 0.28 2.0" Curb Depth CB#7 X3 0.081 10.00 1.50 0.90 0.073 0.11 􀆶􀀃at CB#7 X1-X3 0.303 11.62 1.38 0.274 0.38 = Q5 at CB#7 1 Y1 0.038 10.00 1.50 0.95 0.036 0.05 28 Y2 0.288 229 2.98 1.30% 2.55 1.50 11.50 1.39 0.90 0.259 0.295 0.41 29 Y3 0.145 10.00 1.50 0.95 0.138 0.21 􀆶􀀃at 28 Y1-Y3 11.50 1.39 0.433 0.61 CB#5 Y4 0.271 220 0.56 0.25% 1.35 2.72 14.21 1.24 0.90 0.244 0.677 0.85 3.2" Curb Depth CB#5 Y5 0.104 10.00 1.50 0.90 0.094 0.14 􀆶􀀃at CB#5 Y1-Y5 0.846 14.21 1.24 0.771 0.96 = Q5 at CB#5 30 Z1 0.019 10.00 1.50 0.95 0.018 0.03 31 Z2 0.052 10.00 1.50 0.95 0.049 0.07 DI#1 Z3 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 􀆶􀀃at DI#1 Z1-Z3 0.136 10.51 1.46 0.126 0.19 = Q5 at DI#1 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-5Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR CURB DEPTH Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 AA1 0.054 10.00 1.50 0.95 0.051 0.08 CB#4 AA2 0.129 145 1.96 1.35% 2.05 1.18 11.18 1.41 0.90 0.116 0.167 0.24 <2" Curb Depth CB#4 AA3 0.070 10.00 1.50 0.90 0.063 0.10 􀆶􀀃at CB#4 AA1-AA3 0.253 11.18 1.41 0.230 0.33 = Q5 at CB#4 33 BB1 0.055 10.00 1.50 0.95 0.052 0.08 CB#3 BB2 0.156 154 1.59 1.03% 1.85 1.39 11.39 1.40 0.90 0.140 0.193 0.27 <2" Curb Depth 􀆶􀀃at CB#3 BB1-BB2 0.211 11.39 1.40 0.193 0.27 = Q5 at CB#3 34 CC1 0.050 10.00 1.50 0.95 0.048 0.07 CB#2 CC2 0.315 192 1.67 0.87% 1.75 1.83 11.83 1.37 0.90 0.284 0.331 0.46 27 CC3 0.031 10.00 1.50 0.95 0.029 0.04 CB#2 CC4 0.282 178 1.67 0.94% 1.80 1.65 11.65 1.39 0.90 0.254 0.283 0.40 2.6" Curb Depth 􀆶􀀃at CB#2 CC1-CC4 0.678 11.83 1.37 0.614 0.85 = Q5 at CB#2 CB#1 DD1 0.138 10.00 1.50 0.90 0.124 0.19 <2" Curb Depth CB#1 DD2 0.074 10.00 1.50 0.90 0.067 0.10 􀆶􀀃at CB#1 DD1-DD2 0.212 10.00 1.50 0.191 0.29 = Q5 at CB#1 Tot. Gr. Drainage Area: 12.458 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx 10-YEAR SURFACE FLOWS FOR INLET SIZING & PIPE SIZING CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-10Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 0.126 10.00 1.80 0.95 0.120 0.22 DI#13 A2 0.049 85 4.05 4.76% 3.70 0.38 10.38 1.78 0.95 0.047 0.166 0.30 <2" Ponding Depth 􀆶􀀃at DI#1 A1-A2 0.175 10.38 1.78 0.166 0.30 = Q10 at DI#13 2 B1 0.067 10.00 1.80 0.95 0.064 0.12 3 B2 0.219 10.00 1.80 0.90 0.197 0.36 4 B3 0.280 213 1.15 0.54% 1.70 2.09 12.09 1.63 0.90 0.252 0.449 0.74 CB#17 B4 0.158 194 0.36 0.19% 1.30 2.49 14.58 1.47 0.90 0.142 0.591 0.88 3.1" Curb Depth CB#17 B5 0.067 10.00 1.80 0.90 0.060 0.11 􀆶􀀃@CB#17 B1-B5 0.791 14.58 1.47 0.715 1.06 = Q10 at CB#17 5 C1 0.044 10.00 1.80 0.95 0.042 0.08 CB#16 C2 C2 0.204 138 1.84 1.33% 1.95 1.18 11.18 1.70 0.90 0.184 0.225 0.39 2.5" Curb Depth CB#16 C3 0.079 10.00 1.80 0.90 0.071 0.13 􀆶􀀃at CB#16 C1-C3 0.327 11.18 1.70 0.297 0.51 = Q10 at CB#16 3 D1 0.036 10.00 1.80 0.95 0.034 0.06 CB#14 D2 0.358 279 2.09 0.75% 1.70 2.74 12.74 1.60 0.90 0.322 0.356 0.57 2.8" Curb Depth CB#14 D3 0.237 10.00 1.80 0.90 0.213 0.39 􀆶􀀃at CB#14 D1-D3 0.631 12.74 1.60 0.570 0.92 = Q10 at CB#14 6 E1 0.056 10.00 1.80 0.95 0.053 0.10 CB#15 E2 0.113 180 1.34 0.74% 1.65 1.82 11.82 1.66 0.90 0.102 0.155 0.26 2.0" Curb Depth 􀆶􀀃at CB#15 E1-E2 0.169 11.82 1.66 0.155 0.26 = Q10 at CB#15 7 F1 0.023 10.00 1.80 0.95 0.022 0.04 CB#13 F2 0.129 117 1.27 1.09% 1.90 1.03 11.03 1.71 0.90 0.116 0.138 0.24 <2" Curb Depth 􀆶􀀃at CB#13 F1-F2 0.152 11.03 1.71 0.138 0.24 = Q10 at CB#13 8 G1 0.010 10.00 1.80 0.95 0.010 0.02 DI#12 G2 0.283 117 2.28 1.95% 2.45 0.80 10.80 1.73 0.90 0.255 0.264 0.46 2.1" Ponding Depth 19 G3 0.027 10.00 1.80 0.95 0.026 0.05 􀆶􀀃at DI#12 G1-G3 0.320 10.80 1.73 0.290 0.51 = Q10 at DI#DI#12 TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-10Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 9 H1 0.117 10.00 1.80 0.95 0.111 0.20 DI#11 H2 0.326 124 2.58 2.08% 2.60 0.79 10.79 1.73 0.90 0.293 0.405 0.71 2.4" Ponding Depth 􀆶􀀃at DI#11 H1-H2 0.443 10.79 1.73 0.405 0.71 = Q10 at DI#11 10 I1 0.089 10.00 1.80 0.95 0.085 0.15 11 I2 0.021 10.00 1.80 0.95 0.020 0.04 DI#10 I3 0.074 59 1.17 1.98% 2.45 0.40 10.40 1.78 0.90 0.067 0.151 0.27 <2" Ponding Depth 􀆶􀀃at DI#10 I1-I3 0.184 10.40 1.78 0.171 0.31 = Q10 at DI#10 9 J1 0.057 10.00 1.80 0.95 0.054 0.10 11 J2 0.012 10.00 1.80 0.95 0.011 0.02 DI#9 J3 0.339 164 3.58 2.18% 2.50 1.09 11.09 1.70 0.90 0.305 0.371 0.64 2.3" Ponding Depth 12 J4 0.065 10.00 1.80 0.95 0.062 0.11 DI#9 J5 0.210 115 2.19 1.90% 2.40 0.80 10.80 1.73 0.90 0.189 0.251 0.44 􀆶􀀃at DI#9 J1-J5 0.683 11.09 1.70 0.621 1.07 = Q10 at DI#9 13 K1 0.061 10.00 1.80 0.95 0.058 0.11 DI#8 K2 0.290 119 2.15 1.81% 2.35 0.84 10.84 1.73 0.90 0.261 0.319 0.56 2.1" Ponding Depth 􀆶􀀃at DI#8 K1-K2 0.351 10.84 1.73 0.319 0.56 = Q10 at DI#8 13 L1 0.013 10.00 1.80 0.95 0.012 0.02 14 L2 0.054 10.00 1.80 0.95 0.051 0.09 DI#7 L3 0.278 144 2.23 1.55% 2.20 1.09 11.09 1.70 0.90 0.250 0.314 0.54 2.3" Ponding Depth DI#7 L4 0.196 10.00 1.80 0.90 0.176 0.32 􀆶􀀃at DI#7 L1-L4 0.541 11.09 1.70 0.490 0.84 = Q10 at DI#7 15 M1 0.083 10.00 1.80 0.95 0.079 0.14 16 M2 0.336 288 2.47 0.86% 1.80 2.67 12.67 1.61 0.90 0.302 0.381 0.62 CB#12 M3 0.036 27 0.43 1.59% 2.90 0.16 12.82 1.60 0.90 0.032 0.414 0.67 2.9" Curb Depth CB#12 M4 0.079 10.00 1.80 0.90 0.071 0.13 􀆶􀀃at CB#12 M1-M4 0.534 12.82 1.60 0.485 0.78 = Q10 at CB#12 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-10Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 17 N1 0.114 10.00 1.80 0.90 0.103 0.19 18 N2 0.108 61 0.37 0.61% 1.65 0.62 10.62 1.75 0.90 0.097 0.200 0.35 CB#10 N3 0.240 144 0.55 0.38% 1.50 1.60 12.22 1.63 0.90 0.216 0.416 0.68 2.5" Curb Depth CB#10 N4 0.052 10.00 1.80 0.90 0.047 0.08 􀆶􀀃at CB#10 N1-N4 0.514 12.22 1.63 0.463 0.76 = Q10 at CB#10 7 O1 0.066 10.00 1.80 0.95 0.063 0.11 CB#11 O2 0.070 175 1.35 0.77% 1.70 1.72 11.72 1.66 0.90 0.063 0.126 0.21 <2" Curb Depth CB#11 O3 0.036 10.00 1.80 0.90 0.032 0.06 􀆶􀀃at CB#11 O1-O3 0.172 11.72 1.66 0.158 0.26 = Q10 at CB#11 19 P1 0.025 10.00 1.80 0.95 0.024 0.04 DI#6 P2 0.289 102 2.00 1.96% 2.45 0.69 10.69 1.74 0.90 0.260 0.284 0.50 2.2" Ponding Depth 􀆶􀀃at DI#6 P1-P2 0.314 10.69 1.74 0.284 0.50 = Q10 at DI#6 DI#5 Q1 0.292 10.00 1.80 0.90 0.263 0.48 2.1" Ponding Depth 􀆶􀀃at DI#5 Q1 0.292 10.00 1.80 0.263 0.48 = Q10 at DI#5 20 R1 0.084 10.00 1.80 0.95 0.080 0.14 CB#9 R2 0.041 104 1.31 1.26% 2.05 0.85 10.85 1.73 0.90 0.037 0.117 0.20 <2" Curb Depth CB#9 R3 0.030 10.00 1.80 0.90 0.027 0.05 􀆶􀀃at CB#9 R1-R3 0.155 10.85 1.73 0.144 0.25 = Q10 at CB#9 21 S1 0.085 10.00 1.80 0.95 0.081 0.15 DI#2 S2 0.406 210 3.86 1.84% 2.40 1.46 11.46 1.39 0.90 0.365 0.446 0.63 2.0" Ponding Depth 22 S3 0.026 10.00 1.80 0.95 0.025 0.04 DI#2 S4 0.207 128 3.09 2.41% 2.60 0.82 10.82 1.73 0.90 0.186 0.211 0.37 􀆶􀀃at DI#2 S1-S4 0.724 11.46 1.39 0.657 0.92 = Q10 at DI#2 15 T1 0.085 10.00 1.80 0.95 0.081 0.15 DI#4 T2 0.334 263 2.50 0.95% 1.90 2.31 12.31 1.62 0.90 0.301 0.381 0.62 2.4" Ponding Depth DI#4 T3 0.068 10.00 1.80 0.90 0.061 0.11 􀆶􀀃at DI#4 T1-T3 0.487 12.31 1.62 0.443 0.72 = Q10 at DI#4 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-10Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 23 U1 0.025 10.00 1.80 0.95 0.024 0.04 DI#3 U2 0.201 102 1.33 1.30% 2.05 0.83 10.83 1.73 0.90 0.181 0.205 0.36 2.2" Ponding Depth 􀆶􀀃at DI#3 U1-U2 0.226 10.83 1.73 0.205 0.36 = Q10 at DI#3 24 V1 0.046 10.00 1.80 0.95 0.044 0.08 CB#6 V2 0.091 191 1.42 0.74% 1.65 1.93 11.93 1.65 0.90 0.082 0.126 0.21 2.0" Curb Depth CB#6 V3 0.030 10.00 1.80 0.90 0.027 0.05 􀆶􀀃at CB#6 V1-V3 0.167 11.93 1.65 0.153 0.25 = Q10 at CB#6 25 W1 0.533 10.00 1.80 0.90 0.480 0.87 26 W2 0.412 234 0.87 0.37% 1.70 2.29 12.29 1.62 0.90 0.371 0.851 1.39 CB#8 W3 0.443 235 0.66 0.28% 1.60 2.45 14.74 1.46 0.90 0.399 1.249 1.84 4.0" Curb Depth CB#8 W4 0.079 10.00 1.80 0.90 0.071 0.13 􀆶􀀃at CB#8 W1-W4 1.467 14.74 1.46 1.320 1.94 = Q10 at CB#8 27 X1 0.017 10.00 1.80 0.95 0.016 0.03 CB#7 X2 0.205 175 1.57 0.90% 1.80 1.62 11.62 1.67 0.90 0.185 0.201 0.34 2.2" Curb Depth CB#7 X3 0.081 10.00 1.80 0.90 0.073 0.13 􀆶􀀃at CB#7 X1-X3 0.303 11.62 1.67 0.274 0.46 = Q10 at CB#7 1 Y1 0.038 10.00 1.80 0.95 0.036 0.07 28 Y2 0.288 229 2.98 1.30% 2.00 1.91 11.91 1.65 0.90 0.259 0.295 0.49 29 Y3 0.145 10.00 1.80 0.95 0.138 0.25 􀆶􀀃at 28 Y1-Y3 11.91 1.65 0.433 0.72 CB#5 Y4 0.271 220 0.56 0.25% 1.40 2.62 14.53 1.48 0.90 0.244 0.677 1.01 3.4" Curb Depth CB#5 Y5 0.104 10.00 1.80 0.90 0.094 0.17 􀆶􀀃at CB#5 Y1-Y5 0.846 14.53 1.48 0.771 1.15 = Q10 at CB#5 30 Z1 0.019 10.00 1.80 0.95 0.018 0.03 31 Z2 0.052 10.00 1.80 0.95 0.049 0.09 DI#1 Z3 0.065 58 0.58 1.00% 1.80 0.54 10.54 1.76 0.90 0.059 0.108 0.19 <2" Ponding Depth 􀆶􀀃at DI#1 Z1-Z3 0.136 10.54 1.76 0.126 0.22 = Q10 at DI#1 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >SurfaceFlow-10Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SURFACE FLOWS FOR INLET & PIPE SIZING Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 AA1 0.054 10.00 1.80 0.95 0.051 0.09 CB#4 AA2 0.129 145 1.96 1.35% 2.05 1.18 11.18 1.70 0.90 0.116 0.167 0.29 <2" Curb Depth CB#4 AA3 0.070 10.00 1.80 0.90 0.063 0.11 􀆶􀀃at CB#4 AA1-AA3 0.253 11.18 1.70 0.230 0.39 = Q10 at CB#4 33 BB1 0.055 10.00 1.80 0.95 0.052 0.09 CB#3 BB2 0.156 154 1.59 1.03% 1.95 1.32 11.32 1.69 0.90 0.140 0.193 0.33 2.0" Curb Depth 􀆶􀀃at CB#3 BB1-BB2 0.211 11.32 1.69 0.193 0.33 = Q10 at CB#3 34 CC1 0.050 10.00 1.80 0.95 0.048 0.09 CB#2 CC2 0.315 192 1.67 0.87% 1.75 1.83 11.83 1.66 0.90 0.284 0.331 0.55 2.9" Curb Depth 27 CC3 0.031 10.00 1.80 0.95 0.029 0.05 CB#2 CC4 0.282 178 1.67 0.94% 1.80 1.65 11.65 1.67 0.90 0.254 0.283 0.48 􀆶􀀃at CB#2 CC1-CC4 0.678 11.83 1.66 0.614 1.03 = Q10 at CB#2 CB#1 DD1 0.138 10.00 1.80 0.90 0.124 0.23 2.0" Curb Depth CB#1 DD2 0.074 10.00 1.80 0.90 0.067 0.12 􀆶􀀃at CB#1 DD1-DD2 0.212 10.00 1.80 0.191 0.35 = Q10 at CB#1 Tot. Gr. Drainage Area: 12.458 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx CATCH BASIN & DROP INLET SIZING KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Inlet-Sizing >CB&DI-Sizes Page 1 of 1 INLET SIZING 03/08/11 GRAND ISLAND VILLAGE REVISED SPR 09-0840 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 2.0 6.0 0.33 0.16 0.35 2.19 3.5 2 2.9 6.0 0.48 0.29 1.03 3.55 4.0 3 2.0 6.0 0.33 0.16 0.33 2.06 3.5 4 2.0 6.0 0.33 0.16 0.39 2.44 3.5 5 3.4 6.0 0.57 0.51 1.15 2.25 3.5 6 2.2 6.0 0.37 0.19 0.46 2.42 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 1.94 3.88 4.0 9 2.0 6.0 0.33 0.16 0.25 1.56 3.5 10 2.5 6.0 0.42 0.23 0.76 3.30 3.5 11 2.0 6.0 0.33 0.16 0.26 1.63 3.5 12 2.9 6.0 0.48 0.29 0.78 2.69 3.5 13 2.0 6.0 0.33 0.16 0.24 1.50 3.5 14 2.8 6.0 0.46 0.27 0.92 3.41 3.5 15 2.0 6.0 0.33 0.16 0.26 1.63 3.5 16 2.5 6.0 0.42 0.23 0.51 2.22 3.5 17 3.1 6.0 0.52 0.34 1.06 3.12 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 0.92 0.17 0.42 U21 (2'x2') 3.08 3 0.36 0.18 0.16 U21 (2'x2') 3.08 4 0.72 0.20 0.30 U21 (2'x2') 3.08 5 0.48 0.18 0.21 U21 (2'x2') 3.08 6 0.50 0.18 0.22 U21 (2'x2') 3.08 7 0.84 0.19 0.36 U21 (2'x2') 3.08 8 0.56 0.18 0.25 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 0.71 0.20 0.30 U21 (2'x2') 3.08 12 0.51 0.18 0.23 U21 (2'x2') 3.08 13 0.30 0.17 0.14 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 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 .57 .67 .42 .33 0.34 CB#17 0.23 CB#s 10 & 16 0.50 CB#8 0.51 CB#5 0.19 CB#6 0.16 CB#s 1, 3, 4, 7, 9, 11, 13 & 15 GRAND ISLAND VILLAGE REVISED SITE PLAN REVIEW 09-0840 .37.48 0.29 CB#s 2 & 12 .52.46 0.27 CB#14 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx PIPING SYSTEM LAYOUT DI#7 MH#1 EX CB#3 CB#4 CB#5 MH#5 MH#6 MH#7 MH#8 DI#1 MH#9 CB#6 CB#7 MH#11 MH#12 MH#13 DI#2 CB#9 CB#10 MH#14 MH#18 MH#17 DI#8 DI#9 DI#13 CB#13 CB#14 DI#3 DI#4 MH#4 MH#3 DI#11 DI#12 MH#16 FUEL TANKS PAD 2 DRUG STORE PAD 3 PAD 4 MARKET SHOPS RETAIL 1 FUELISLANDS DI#10 CB#12 MH#10 CB#8 PAD 1 CB#17 CB#16 CB#15 MH#15 CB#1 CB#2 MH#2 DI#5 DI#6 􀀳􀁋􀀝􀀃􀀙􀀙􀀔􀀑􀀖􀀕􀀖􀀑􀀗􀀓􀀓􀀘􀀃􀀃􀂇􀀃􀀃􀁚􀁚� �􀀑􀁅􀁒􀁏􀁗􀁋􀁒􀁘􀁖􀁈􀁓􀁕􀁒􀁓􀁈􀁕􀁗􀁌􀁈􀁖􀀑􀁆􀁒􀁐 2000 OAK STREET, SUITE 250, BAKERSFIELD, CA 93301 OF SHEETS DRAWN BY: DATE: SHEET: ACAD FILE: NO. DATE REVISION K. McWhorter 03/08/11 DRAINAGE-STUDY-03 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx 10-YEAR PIPE FLOW CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >PipeFlow-10Year Page 1 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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#13 0.175 10.38 1.78 0.166 0.30 DI#14; 2'x2' Christy U21 DI#13 MH#18 0.175 26 0.05 0.20% 1.74 0.25 10.63 1.75 0.166 0.29 12" PVC at 0.20%; 27% Full surface CB#17 0.791 14.58 1.47 0.715 1.06 CB#17, W=3.5' CB#17 MH#18 0.791 10 0.02 0.20% 2.44 0.07 14.65 1.47 0.715 1.06 12" PVC at 0.20%; 54% Full 􀆶@MH#18 14.65 1.47 0.881 1.31 MH#18 MH#17 0.966 119 0.24 0.20% 2.56 0.77 15.42 1.43 0.881 1.27 12" PVC at 0.20%; 62% Full MH#17 CB#16 0.966 20 0.04 0.20% 2.53 0.13 15.55 1.42 0.881 1.26 12" PVC at 0.20%; 61% Full surface CB#16 0.327 11.18 1.70 0.297 0.51 CB#16, W=3.5' 􀆶@CB#16 1.293 15.55 1.42 1.178 1.69 CB#16 MH#16 1.293 138 0.28 0.20% 2.69 0.86 16.41 1.38 1.178 1.64 12" PVC at 0.20%; 75% Full surface CB#14 0.631 12.74 1.60 0.570 0.92 CB#14, W=3.5' CB#14 CB#15 0.631 15 0.03 0.20% 2.33 0.11 12.85 1.60 0.570 0.92 12" PVC at 0.20%; 50% Full surface CB#15 0.169 11.82 1.66 0.155 0.26 CB#15, W=3.5' 􀆶@CB#15 0.800 12.85 1.60 0.725 1.17 CB#15 MH#16 0.800 106 0.21 0.20% 2.52 0.70 13.55 1.56 0.725 1.14 12" PVC at 0.20%; 57% Full 􀆶@MH#16 2.093 16.41 1.38 1.903 2.65 MH#16 MH#15 2.093 76 0.08 0.11% 2.45 0.52 16.93 1.35 1.903 2.59 18" PVC at 0.11%; 59% Full surface CB#13 0.152 11.03 1.71 0.138 0.24 CB#13, W=3.5' CB#13 MH#15 0.152 46 0.09 0.20% 1.55 0.49 11.52 1.68 0.138 0.23 12" PVC at 0.20%; 25% Full 􀆶@MH#15 2.245 16.93 1.35 2.041 2.78 MH#15 DI#12 2.245 50 0.06 0.11% 2.47 0.34 17.26 1.32 2.041 2.72 18" PVC at 0.11%; 61% Full surface DI#12 0.320 10.80 1.73 0.290 0.51 DI#12; 2'x2' Christy U21 TIME (MINUTES) C*A KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >PipeFlow-10Year Page 2 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 􀆶@DI#12 2.565 17.26 1.32 2.331 3.10 DI#12 DI#11 2.565 58 0.06 0.11% 2.53 0.38 17.65 1.30 2.331 3.06 18" PVC at 0.11%; 65% Full surface DI#11 0.443 10.79 1.73 0.405 0.71 DI#11; 2'x2' Christy U21 􀆶@DI#11 3.008 17.65 1.30 2.736 3.59 DI#11 MH#14 3.008 93 0.10 0.11% 2.43 0.64 18.28 1.28 2.736 3.53 18" PVC at 0.11%; 58% Full surface DI#10 0.184 10.40 1.78 0.171 0.31 DI#10; 2'x2' Christy U21 DI#10 MH#14 0.184 161 0.32 0.20% 1.70 1.58 11.98 1.64 0.171 0.28 12" PVC at 0.20%; 28% Full 􀆶@MH#14 3.192 18.28 1.28 2.907 3.75 MH#14 DI#9 3.192 45 0.05 0.11% 2.62 0.29 18.57 1.27 2.907 3.72 18" PVC at 0.11%; 75% Full Full surface DI#9 0.683 11.09 1.70 0.621 1.06 DI#9; 2'x2' Christy U21 􀆶@DI#9 3.875 18.57 1.27 3.528 4.52 DI#9 DI#8 3.875 79 0.06 0.08% 2.49 0.53 19.10 1.24 3.528 4.41 24" PVC at 0.08%; 56% Full surface DI#8 0.351 10.84 1.73 0.319 0.56 DI#8; 2'x2' Christy U21 􀆶@DI#8 4.226 19.10 1.24 3.847 4.81 DI#8 DI#7 4.226 101 0.08 0.08% 2.57 0.65 19.75 1.21 3.847 4.69 24" PVC at 0.08%; 60% Full surface DI#7 0.541 11.09 1.70 0.490 0.84 DI#7; 2'x2' Christy U21 􀆶@DI#7 4.767 19.75 1.21 4.337 5.29 DI#7 MH#11 4.767 53 0.04 0.08% 2.58 0.34 20.10 1.20 4.337 5.25 24" PVC at 0.08%; 62% Full surface CB#12 0.534 12.82 1.60 0.485 0.78 CB#12, W=4.5' CB#12 CB#10 0.534 40 0.07 0.18% 2.14 0.31 13.13 1.58 0.485 0.77 12" PVC at 0.18%; 47% Full surface CB#11 0.172 11.72 1.66 0.158 0.26 CB#11, W=3.5' CB#11 CB#10 0.172 3 0.01 0.20% 1.68 0.03 11.75 1.66 0.158 0.26 12" PVC at 0.20%; 25% Full KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >PipeFlow-10Year Page 3 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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#10 0.514 12.22 1.63 0.463 0.76 CB#10, W=3.5' 􀆶@CB#10 1.220 13.13 1.58 1.106 1.76 CB#10 CB#9 1.220 126 0.35 0.28% 3.14 0.67 13.80 1.53 1.106 1.71 12" PVC at 0.28%; 67% Full surface DI#6 0.314 10.69 1.74 0.284 0.50 DI#6; 2'x2' Christy U21 DI#6 MH#13 0.314 20 0.04 0.20% 1.95 0.17 10.86 1.72 0.284 0.49 12" PVC at 0.20%; 36% Full surface DI#5 0.292 10.00 1.80 0.263 0.48 DI#5; 2'x2' Christy U21 DI#5 MH#13 0.292 39 0.08 0.20% 1.95 0.33 10.33 1.78 0.263 0.47 12" PVC at 0.20%; 35% Full 􀆶@MH#13 0.606 10.86 1.72 0.547 0.95 MH#13 CB#9 0.606 60 0.12 0.20% 2.35 0.43 11.29 1.69 0.547 0.93 12" PVC at 0.20%; 51% Full surface CB#9 0.155 11.85 1.73 0.144 0.25 CB#9, W=3.5' 􀆶@CB#9 1.981 13.80 1.53 1.797 2.77 CB#9 MH#12 1.981 150 0.17 0.11% 2.50 1.00 14.80 1.49 1.797 2.70 18" PVC at 0.11%; 60% Full surface DI#2 0.724 11.46 1.39 0.657 0.92 DI#2; 2'x2' Christy U21 DI#2 MH#12 0.724 61 0.12 0.20% 2.33 0.44 11.90 1.65 0.657 1.09 12" PVC at 0.20%; 50% Full surface DI#4 0.487 12.31 1.62 0.443 0.72 DI#4; 2'x2' Christy U21 DI#4 DI#3 0.487 97 0.19 0.20% 2.21 0.73 13.04 1.59 0.443 0.71 12" PVC at 0.20%; 43% Full surface DI#3 0.226 10.83 1.73 0.205 0.36 DI#3; 2'x2' Christy U21 􀆶@DI#3 0.713 13.04 1.59 0.648 1.04 DI#3 MH#12 0.713 64 0.13 0.20% 2.45 0.44 13.48 1.55 0.648 1.01 12" PVC at 0.20%; 53% Full 􀆶@MH#12 3.418 14.80 1.49 3.102 4.66 MH#12 MH#11 3.418 135 0.11 0.08% 2.51 0.90 15.70 1.41 3.102 4.41 24" PVC at 0.08%; 57% Full KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >PipeFlow-10Year Page 4 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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 􀆶@MH#11 8.185 20.10 1.20 7.439 9.00 MH#11 MH#9 8.185 90 0.81 0.90% 3.02 0.50 20.59 1.18 7.439 8.85 24" PVC at 0.095%; 90% Full surface CB#8 1.467 14.74 1.46 1.320 1.94 CB#8, W=4.0' CB#8 MH#10 1.467 13 0.03 0.20% 2.72 0.08 14.82 1.46 1.320 1.94 12" PVC at 0.20%; 85% Full surface CB#7 0.303 11.62 1.67 0.274 0.46 CB#7, W=3.5' CB#7 MH#10 0.303 20 0.04 0.20% 1.94 0.17 11.79 1.66 0.274 0.46 12" PVC at 0.20%; 34% Full 􀆶@MH#10 1.770 14.82 1.46 1.594 2.35 MH#10 MH#9 1.770 80 0.09 0.11% 2.40 0.56 15.38 1.43 1.594 2.30 18" PVC at 0.11%; 54% Full surface CB#6 0.167 11.93 1.65 0.153 0.25 CB#6, W=3.5' CB#6 MH#9 0.167 17 0.03 0.20% 1.62 0.17 12.10 1.63 0.153 0.25 12" PVC at 0.20%; 25% Full 􀆶@MH#9 10.122 20.59 1.18 9.186 10.93 MH#9 MH#4 10.122 181 0.26 0.145% 3.72 0.81 21.40 1.15 9.186 10.65 24" PVC at 0.145%; 89% Full surface CB#5 0.846 14.53 1.48 0.771 1.15 CB#5, W=3.5' CB#5 MH#8 0.846 25 0.05 0.20% 2.48 0.17 14.70 1.50 0.771 1.17 12" PVC at 0.20%; 57% Full surface DI#1 0.136 10.54 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 11.02 1.71 0.126 0.22 12" PVC at 0.20%; 23% Full 􀆶@MH#8 0.982 14.70 1.50 0.897 1.36 MH#8 MH#7 0.982 72 0.14 0.20% 2.61 0.46 15.16 1.44 0.897 1.30 12" PVC at 0.20%; 63% Full MH#7 MH#6 0.982 110 0.12 0.11% 2.05 0.89 16.05 1.39 0.897 1.26 18" PVC at 0.11%; 39% Full surface CB#4 0.253 11.18 1.70 0.230 0.39 CB#4, W=3.5' CB#4 MH#6 0.253 8 0.02 0.20% 1.87 0.07 11.25 1.69 0.230 0.39 12" PVC at 0.20%; 31% Full 􀆶@MH#6 1.235 16.05 1.39 1.127 1.58 MH#6 MH#5 1.235 28 0.06 0.20% 2.14 0.22 16.27 1.43 1.127 1.62 18" PVC at 0.11%; 43% Full KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >PipeFlow-10Year Page 5 of 5 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 PIPE FLOWS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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#3 0.211 11.32 1.69 0.193 0.33 CB#3, W=3.5' CB#3 MH#5 0.211 10 0.02 0.20% 1.74 0.10 11.42 1.69 0.193 0.33 12" PVC at 0.20%; 29% Full 􀆶@MH#5 1.446 16.27 1.43 1.320 1.90 MH#5 MH#4 1.446 96 0.11 0.11% 2.25 0.71 16.98 1.34 1.320 1.78 18" PVC at 0.11%; 48% Full 􀆶@MH#4 11.568 21.40 1.15 10.506 12.18 MH#4 MH#3 11.568 32 0.06 0.18% 4.01 0.13 21.54 1.15 10.506 12.18 24" PVC at 0.18%; 93% Full MH#3 MH#2 11.568 50 0.09 0.18% 4.01 0.21 21.74 1.14 10.506 12.08 24" PVC at 0.18%; 93% Full surface CB#2 0.678 11.83 1.66 0.614 1.03 CB#2, W=4.0' CB#2 MH#2 0.678 20 0.04 0.20% 2.42 0.14 11.97 1.64 0.614 1.02 12" PVC at 0.20%; 53% Full surface CB#1 0.212 10.00 1.80 0.191 0.35 CB#1, W=3.5' CB#1 MH#2 0.212 10 0.02 0.20% 1.76 0.09 10.09 1.79 0.191 0.34 12" PVC at 0.20%; 30% Full 􀆶@MH#2 12.458 21.74 1.14 11.311 13.00 MH#2 EX MH#1 12.458 50 0.15 0.30% 4.46 0.19 21.93 1.13 11.311 12.89 24" PVC at 0.30%; 88% Full EX MH#1 D.S. 12.458 400 1.20 0.30% 4.46 24" PVC at 0.30%; 87% Full Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx CHANNEL REPORTS Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#13 TO MH#18 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.30 Highlighted Depth (ft) = 0.27 Q (cfs) = 0.300 Area (sqft) = 0.17 Velocity (ft/s) = 1.74 Wetted Perim (ft) = 1.09 Crit Depth, Yc (ft) = 0.23 Top Width (ft) = 0.89 EGL (ft) = 0.32 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#17 TO MH#18 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#18 TO MH#17 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.31 Highlighted Depth (ft) = 0.62 Q (cfs) = 1.310 Area (sqft) = 0.51 Velocity (ft/s) = 2.56 Wetted Perim (ft) = 1.81 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 0.97 EGL (ft) = 0.72 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#17 TO CB #16 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.27 Highlighted Depth (ft) = 0.61 Q (cfs) = 1.270 Area (sqft) = 0.50 Velocity (ft/s) = 2.53 Wetted Perim (ft) = 1.79 Crit Depth, Yc (ft) = 0.48 Top Width (ft) = 0.97 EGL (ft) = 0.71 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#16 TO MH#16 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.69 Highlighted Depth (ft) = 0.74 Q (cfs) = 1.690 Area (sqft) = 0.62 Velocity (ft/s) = 2.71 Wetted Perim (ft) = 2.08 Crit Depth, Yc (ft) = 0.56 Top Width (ft) = 0.88 EGL (ft) = 0.85 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#14 TO CB#15 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.92 Highlighted Depth (ft) = 0.50 Q (cfs) = 0.920 Area (sqft) = 0.39 Velocity (ft/s) = 2.33 Wetted Perim (ft) = 1.57 Crit Depth, Yc (ft) = 0.41 Top Width (ft) = 1.00 EGL (ft) = 0.58 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#15 TO MH#16 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.17 Highlighted Depth (ft) = 0.57 Q (cfs) = 1.170 Area (sqft) = 0.46 Velocity (ft/s) = 2.52 Wetted Perim (ft) = 1.71 Crit Depth, Yc (ft) = 0.46 Top Width (ft) = 0.99 EGL (ft) = 0.67 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#16 TO MH#15 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.65 Highlighted Depth (ft) = 0.88 Q (cfs) = 2.650 Area (sqft) = 1.08 Velocity (ft/s) = 2.45 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 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#13 TO MH#15 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.24 Highlighted Depth (ft) = 0.25 Q (cfs) = 0.240 Area (sqft) = 0.15 Velocity (ft/s) = 1.55 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#15 TO DI#12 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.78 Highlighted Depth (ft) = 0.91 Q (cfs) = 2.780 Area (sqft) = 1.13 Velocity (ft/s) = 2.47 Wetted Perim (ft) = 2.68 Crit Depth, Yc (ft) = 0.63 Top Width (ft) = 1.46 EGL (ft) = 1.00 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#12 TO DI#11 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 3.10 Highlighted Depth (ft) = 0.98 Q (cfs) = 3.100 Area (sqft) = 1.23 Velocity (ft/s) = 2.53 Wetted Perim (ft) = 2.83 Crit Depth, Yc (ft) = 0.67 Top Width (ft) = 1.43 EGL (ft) = 1.08 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#11 TO MH#14 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.59 Highlighted Depth (ft) = 0.87 Q (cfs) = 2.590 Area (sqft) = 1.07 Velocity (ft/s) = 2.43 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 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#10 TO MH#14 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#14 TO DI#9 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 3.75 Highlighted Depth (ft) = 1.13 Q (cfs) = 3.750 Area (sqft) = 1.43 Velocity (ft/s) = 2.62 Wetted Perim (ft) = 3.16 Crit Depth, Yc (ft) = 0.74 Top Width (ft) = 1.29 EGL (ft) = 1.24 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#9 TO DI#8 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 4.52 Highlighted Depth (ft) = 1.12 Q (cfs) = 4.520 Area (sqft) = 1.82 Velocity (ft/s) = 2.49 Wetted Perim (ft) = 3.39 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 1.98 EGL (ft) = 1.22 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#8 TO DI#7 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 5.08 Highlighted Depth (ft) = 1.20 Q (cfs) = 5.080 Area (sqft) = 1.97 Velocity (ft/s) = 2.57 Wetted Perim (ft) = 3.55 Crit Depth, Yc (ft) = 0.80 Top Width (ft) = 1.96 EGL (ft) = 1.30 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#7 TO MH#11 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 5.29 Highlighted Depth (ft) = 1.24 Q (cfs) = 5.290 Area (sqft) = 2.05 Velocity (ft/s) = 2.58 Wetted Perim (ft) = 3.63 Crit Depth, Yc (ft) = 0.82 Top Width (ft) = 1.94 EGL (ft) = 1.34 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#12 TO CB#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.18 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.78 Highlighted Depth (ft) = 0.47 Q (cfs) = 0.780 Area (sqft) = 0.36 Velocity (ft/s) = 2.14 Wetted Perim (ft) = 1.51 Crit Depth, Yc (ft) = 0.37 Top Width (ft) = 1.00 EGL (ft) = 0.54 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#11 TO CB#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.26 Highlighted Depth (ft) = 0.25 Q (cfs) = 0.260 Area (sqft) = 0.15 Velocity (ft/s) = 1.68 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#10 TO CB#9 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.28 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.76 Highlighted Depth (ft) = 0.67 Q (cfs) = 1.760 Area (sqft) = 0.56 Velocity (ft/s) = 3.14 Wetted Perim (ft) = 1.92 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 0.94 EGL (ft) = 0.82 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#6 TO MH#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.50 Highlighted Depth (ft) = 0.36 Q (cfs) = 0.500 Area (sqft) = 0.26 Velocity (ft/s) = 1.95 Wetted Perim (ft) = 1.29 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 0.96 EGL (ft) = 0.42 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#5 TO MH#13 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.48 Highlighted Depth (ft) = 0.35 Q (cfs) = 0.480 Area (sqft) = 0.25 Velocity (ft/s) = 1.95 Wetted Perim (ft) = 1.27 Crit Depth, Yc (ft) = 0.29 Top Width (ft) = 0.96 EGL (ft) = 0.41 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#13 TO CB#9 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.95 Highlighted Depth (ft) = 0.51 Q (cfs) = 0.950 Area (sqft) = 0.40 Velocity (ft/s) = 2.35 Wetted Perim (ft) = 1.59 Crit Depth, Yc (ft) = 0.41 Top Width (ft) = 1.00 EGL (ft) = 0.60 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 CB#9 TO MH#12 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.77 Highlighted Depth (ft) = 0.90 Q (cfs) = 2.770 Area (sqft) = 1.11 Velocity (ft/s) = 2.50 Wetted Perim (ft) = 2.66 Crit Depth, Yc (ft) = 0.63 Top Width (ft) = 1.47 EGL (ft) = 1.00 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#4 TO DI#3 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.72 Highlighted Depth (ft) = 0.43 Q (cfs) = 0.720 Area (sqft) = 0.33 Velocity (ft/s) = 2.21 Wetted Perim (ft) = 1.43 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 0.99 EGL (ft) = 0.51 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 DI#3 TO MH#12 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.04 Highlighted Depth (ft) = 0.53 Q (cfs) = 1.040 Area (sqft) = 0.42 Velocity (ft/s) = 2.45 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#12 TO MH#11 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.08 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 4.66 Highlighted Depth (ft) = 1.14 Q (cfs) = 4.660 Area (sqft) = 1.86 Velocity (ft/s) = 2.51 Wetted Perim (ft) = 3.43 Crit Depth, Yc (ft) = 0.76 Top Width (ft) = 1.98 EGL (ft) = 1.24 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Thursday, Mar 3 2011 MH#11 TO MH#9 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.10 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 9.00 Highlighted Depth (ft) = 1.80 Q (cfs) = 9.000 Area (sqft) = 2.98 Velocity (ft/s) = 3.02 Wetted Perim (ft) = 5.00 Crit Depth, Yc (ft) = 1.07 Top Width (ft) = 1.20 EGL (ft) = 1.94 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#8 TO MH#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.94 Highlighted Depth (ft) = 0.85 Q (cfs) = 1.940 Area (sqft) = 0.71 Velocity (ft/s) = 2.72 Wetted Perim (ft) = 2.35 Crit Depth, Yc (ft) = 0.60 Top Width (ft) = 0.71 EGL (ft) = 0.97 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#7 TO MH#10 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.46 Highlighted Depth (ft) = 0.34 Q (cfs) = 0.460 Area (sqft) = 0.24 Velocity (ft/s) = 1.94 Wetted Perim (ft) = 1.25 Crit Depth, Yc (ft) = 0.28 Top Width (ft) = 0.95 EGL (ft) = 0.40 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#10 TO MH#9 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.35 Highlighted Depth (ft) = 0.81 Q (cfs) = 2.350 Area (sqft) = 0.98 Velocity (ft/s) = 2.40 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 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#9 TO MH#4 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.15 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 10.93 Highlighted Depth (ft) = 1.77 Q (cfs) = 10.93 Area (sqft) = 2.94 Velocity (ft/s) = 3.72 Wetted Perim (ft) = 4.90 Crit Depth, Yc (ft) = 1.19 Top Width (ft) = 1.28 EGL (ft) = 1.98 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#5 TO MH#8 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.15 Highlighted Depth (ft) = 0.57 Q (cfs) = 1.150 Area (sqft) = 0.46 Velocity (ft/s) = 2.48 Wetted Perim (ft) = 1.71 Crit Depth, Yc (ft) = 0.45 Top Width (ft) = 0.99 EGL (ft) = 0.67 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#8 TO MH#7 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.36 Highlighted Depth (ft) = 0.63 Q (cfs) = 1.360 Area (sqft) = 0.52 Velocity (ft/s) = 2.61 Wetted Perim (ft) = 1.83 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 0.97 EGL (ft) = 0.74 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#7 TO MH#6 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.30 Highlighted Depth (ft) = 0.58 Q (cfs) = 1.300 Area (sqft) = 0.63 Velocity (ft/s) = 2.05 Wetted Perim (ft) = 2.02 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 1.46 EGL (ft) = 0.65 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#6 TO MH#5 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.58 Highlighted Depth (ft) = 0.65 Q (cfs) = 1.580 Area (sqft) = 0.74 Velocity (ft/s) = 2.14 Wetted Perim (ft) = 2.16 Crit Depth, Yc (ft) = 0.48 Top Width (ft) = 1.49 EGL (ft) = 0.72 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#3 TO MH#5 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 0.33 Highlighted Depth (ft) = 0.29 Q (cfs) = 0.330 Area (sqft) = 0.19 Velocity (ft/s) = 1.74 Wetted Perim (ft) = 1.14 Crit Depth, Yc (ft) = 0.24 Top Width (ft) = 0.91 EGL (ft) = 0.34 0 1 2 3 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#5 TO MH#4 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.11 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.90 Highlighted Depth (ft) = 0.72 Q (cfs) = 1.900 Area (sqft) = 0.84 Velocity (ft/s) = 2.25 Wetted Perim (ft) = 2.30 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 1.50 EGL (ft) = 0.80 0 1 2 3 Elev (ft) Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#4 TO MH#3 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.18 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 12.18 Highlighted Depth (ft) = 1.85 Q (cfs) = 12.18 Area (sqft) = 3.04 Velocity (ft/s) = 4.01 Wetted Perim (ft) = 5.18 Crit Depth, Yc (ft) = 1.26 Top Width (ft) = 1.05 EGL (ft) = 2.10 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#3 TO MH#2 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.18 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 12.18 Highlighted Depth (ft) = 1.85 Q (cfs) = 12.18 Area (sqft) = 3.04 Velocity (ft/s) = 4.01 Wetted Perim (ft) = 5.18 Crit Depth, Yc (ft) = 1.26 Top Width (ft) = 1.05 EGL (ft) = 2.10 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#2 TO MH#2 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.20 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.03 Highlighted Depth (ft) = 0.53 Q (cfs) = 1.030 Area (sqft) = 0.42 Velocity (ft/s) = 2.42 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 CB#1 TO MH#2 Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 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) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#2 TO EX MH#1 Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 13.00 Highlighted Depth (ft) = 1.75 Q (cfs) = 13.00 Area (sqft) = 2.92 Velocity (ft/s) = 4.46 Wetted Perim (ft) = 4.84 Crit Depth, Yc (ft) = 1.30 Top Width (ft) = 1.32 EGL (ft) = 2.06 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. Friday, Mar 4 2011 MH#1 TO DOWNSTREAM Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 12.89 Highlighted Depth (ft) = 1.73 Q (cfs) = 12.89 Area (sqft) = 2.89 Velocity (ft/s) = 4.46 Wetted Perim (ft) = 4.78 Crit Depth, Yc (ft) = 1.29 Top Width (ft) = 1.37 EGL (ft) = 2.04 0 1 2 3 4 Elev (ft) Section Depth (ft) 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx SUMMARY OF MANNING PIPE CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Rational-Method-Runoff >ManningCalcs Page 1 of 2 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SUMMARY OF MANNING CALCULATIONS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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#13 MH#18 Circular 1.0 0.20% PVC 0.011 0.30 0.172 1.74 1.09 0.27 27% 12" PVC at 0.20%; 27% Full CB#17 MH#18 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#18 MH#17 Circular 1.0 0.20% PVC 0.011 1.31 1.810 2.56 1.81 0.62 62% 12" PVC at 0.20%; 62% Full MH#17 CB#16 Circular 1.0 0.20% PVC 0.011 1.27 0.503 2.53 1.79 0.61 61% 12" PVC at 0.20%; 61% Full CB#16 MH#16 Circular 1.0 0.20% PVC 0.011 1.70 0.632 2.69 2.10 0.75 75% 12" PVC at 0.20%; 75% Full CB#14 CB#15 Circular 1.0 0.20% PVC 0.011 0.92 0.395 2.33 1.57 0.50 50% 12" PVC at 0.20%; 50% Full CB#15 MH#16 Circular 1.0 0.20% PVC 0.011 1.17 0.464 2.52 1.71 0.57 57% 12" PVC at 0.20%; 57% Full MH#16 MH#15 Circular 1.5 0.11% PVC 0.011 2.65 1.083 2.45 2.62 0.88 59% 18" PVC at 0.11%; 59% Full CB#13 MH#15 Circular 1.0 0.20% PVC 0.011 0.24 0.155 1.55 1.05 0.25 25% 12" PVC at 0.20%; 25% Full MH#15 DI#12 Circular 1.5 0.11% PVC 0.011 2.78 1.126 2.47 2.68 0.91 61% 18" PVC at 0.11%; 61% Full DI#12 DI#11 Circular 1.5 0.11% PVC 0.011 3.10 1.226 2.53 2.83 0.98 65% 18" PVC at 0.11%; 65% Full DI#11 MH#14 Circular 1.5 0.11% PVC 0.011 2.59 1.067 2.43 2.60 0.87 58% 18" PVC at 0.11%; 58% Full DI#10 MH#14 Circular 1.0 0.20% PVC 0.011 0.31 0.182 1.70 1.13 0.28 28% 12" PVC at 0.20%; 28% Full MH#14 DI#9 Circular 1.5 0.11% PVC 0.011 3.75 1.431 2.62 3.16 1.13 75% 18" PVC at 0.11%; 75% Full DI#9 DI#8 Circular 2.0 0.08% PVC 0.011 4.52 1.818 2.49 3.39 1.12 56% 24" PVC at 0.08%; 56% Full DI#8 DI#7 Circular 2.0 0.08% PVC 0.011 5.08 1.974 2.57 3.55 1.20 60% 24" PVC at 0.08%; 60% Full DI#7 MH#11 Circular 2.0 0.08% PVC 0.011 5.29 2.050 2.58 3.63 1.24 62% 24" PVC at 0.08%; 62% Full CB#12 CB#10 Circular 1.0 0.18% PVC 0.011 0.78 0.365 2.14 1.51 0.47 47% 12" PVC at 0.18%; 47% Full CB#11 CB#10 Circular 1.0 0.20% PVC 0.011 0.26 0.155 1.68 1.05 0.25 25% 12" PVC at 0.20%; 25% Full CB#10 CB#9 Circular 1.0 0.28% PVC 0.011 1.76 0.560 3.14 1.92 0.67 67% 12" PVC at 0.28%; 67% Full DI#6 MH#13 Circular 1.0 0.20% PVC 0.011 0.50 0.256 1.95 1.29 0.36 36% 12" PVC at 0.20%; 36% Full DI#5 MH#13 Circular 1.0 0.20% PVC 0.011 0.48 0.247 1.95 1.27 0.35 35% 12" PVC at 0.20%; 35% Full MH#13 CB#9 Circular 1.0 0.20% PVC 0.011 0.95 0.405 2.35 1.59 0.51 51% 12" PVC at 0.20%; 51% Full CB#9 MH#12 Circular 1.5 0.11% PVC 0.011 2.77 1.110 2.50 2.60 0.90 60% 18" PVC at 0.11%; 60% Full DI#2 MH#12 Circular 1.0 0.20% PVC 0.011 0.92 0.395 2.33 1.57 0.50 50% 12" PVC at 0.20%; 50% Full DI#4 DI#3 Circular 1.0 0.20% PVC 0.011 0.72 0.325 2.21 1.43 0.43 43% 12" PVC at 0.20%; 43% Full DI#3 MH#12 Circular 1.0 0.20% PVC 0.011 1.04 0.425 2.45 1.63 0.53 53% 12" PVC at 0.20%; 53% Full MH#12 MH#11 Circular 2.0 0.08% PVC 0.011 4.66 1.857 2.51 3.43 1.14 57% 24" PVC at 0.08%; 57% Full MH#11 MH#9 Circular 2.0 0.095% PVC 0.011 9.00 2.979 3.02 5.00 1.80 90% 24" PVC at 0.095%; 90% Full CB#8 MH#10 Circular 1.0 0.20% PVC 0.011 1.94 0.712 2.72 2.35 0.85 85% 12" PVC at 0.20%; 85% 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\Revised-Study\GIV(R)-Rational-Method-Runoff >ManningCalcs Page 2 of 2 RATIONAL METHOD DRAINAGE STUDY Date: 03/08/11 SUMMARY OF MANNING CALCULATIONS Location: City of Bakersfield GRAND ISLAND VILLAGE ~ REVISED SPR 09-0840 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#7 MH#10 Circular 1.0 0.20% PVC 0.011 0.46 0.238 1.94 1.25 0.34 34% 12" PVC at 0.20%; 34% Full MH#10 MH#9 Circular 1.5 0.11% PVC 0.011 2.35 0.978 2.40 2.48 0.81 54% 18" PVC at 0.11%; 54% Full 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 0.145% PVC 0.011 10.93 2.941 3.72 4.90 1.77 89% 24" PVC at 0.145%; 89% Full CB#5 MH#8 Circular 1.0 0.20% PVC 0.011 1.15 0.464 2.48 1.71 0.57 57% 12" PVC at 0.20%; 57% Full DI#1 MH#8 Circular 1.0 0.20% PVC 0.011 0.23 0.138 1.59 1.00 0.23 23% 12" PVC at 0.20%; 23% Full MH#8 MH#7 Circular 1.0 0.20% PVC 0.011 1.36 0.522 2.61 1.83 0.63 63% 12" PVC at 0.20%; 63% Full MH#7 MH#6 Circular 1.5 0.11% PVC 0.011 1.30 0.634 2.05 2.02 0.58 39% 18" PVC at 0.11%; 39% 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 1.58 0.737 2.14 2.16 0.65 43% 18" PVC at 0.11%; 43% Full CB#3 MH#5 Circular 1.0 0.20% PVC 0.011 0.33 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 1.90 0.843 2.25 2.30 0.72 48% 18" PVC at 0.11%; 48% Full MH#4 MH#3 Circular 2.0 0.18% PVC 0.011 12.18 3.036 4.01 5.18 1.85 93% 24" PVC at 0.18%; 93% Full MH#3 MH#2 Circular 2.0 0.18% PVC 0.011 12.18 3.036 4.01 5.18 1.85 93% 24" PVC at 0.18%; 93% Full CB#2 MH#2 Circular 1.0 0.20% PVC 0.011 1.03 0.425 2.42 1.63 0.53 53% 12" PVC at 0.20%; 53% 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 EX MH#1 Circular 2.0 0.30% RCP 0.013 13.00 2.916 4.46 4.84 1.75 88% 24" PVC at 0.30%; 88% Full EX MH#1 D.S. Circular 2.0 0.30% RCP 0.013 12.89 2.889 4.46 4.78 1.73 87% 24" PVC at 0.30%; 87% 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 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx JUNCTION LOSS CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 1 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) Q1 Q4 = 13.00 cfs Q3 = 1.02 cfs Q2 = cfs Q1 = 12.08 cfs Q2 V4 = 4.46 ft/s V3 = 2.42 ft/s V2 = ft/s V1 = 4.01 ft/s A4 = 3.142 ft2 A3 = 0.785 ft2 A2 = ft2 A1 = 3.142 ft2 Q3 g = 32.2 ft/s2 Ø3 = 54 ° Ø2 = ° Ø1 = 36 ° Q4 DELTA HGL = [( 13.00 )( 4.46 )]-[( 1.02 )( 2.42 )( cos 54 °)+( 0.34 )( 1.76 )( cos ## °)+( 12.08 )( 4.01 )( cos 36 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 12.08 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 12.18 cfs V4 = 4.01 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 4.01 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 = 44 ° Q4 DELTA HGL = [( 12.08 )( 4.01 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 12.18 )( 4.01 )( cos 44 °)] °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q2 Q4 = 12.18 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 10.65 cfs V4 = 4.01 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.72 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 = [( 12.18 )( 4.01 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 1.78 )( 2.25 )( cos 46 °)+( 10.65 )( 3.72 )( cos 46 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.90 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.62 cfs Q2 V4 = 2.25 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.14 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 = [( 1.90 )( 2.25 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.33 )( 1.74 )( cos 90 °)+( 1.62 )( 2.14 )( cos 45 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft MH#4 1.74 0.785 90 0.33 MH#5 56.90 1.82 0.03 03/08/11 1.78 2.25 13.31 0.13 101.17 MH#2 0.00 0.00 0.0000 MH#3 101.17 0.34 1.76 0.785 18.54 0.18 126 17.69 0.17 101.17 1.767 46 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 2 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q1 Q4 = 1.58 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.26 cfs V4 = 2.14 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.05 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 = [( 1.58 )( 2.14 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.39 )( 1.87 )( cos 64 °)+( 1.26 )( 2.05 )( cos 45 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.30 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.30 cfs V4 = 2.05 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 = 0.785 ft2 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 47 ° Q4 DELTA HGL = [( 1.30 )( 2.05 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.30 )( 2.61 )( cos 47 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.36 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.17 cfs V4 = 2.61 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.48 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 ° Q2 Q4 DELTA HGL = [( 1.36 )( 2.61 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.22 )( 1.59 )( cos 90 °)+( 1.17 )( 2.48 )( cos 90 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 10.93 cfs Q3 = 2.30 cfs Q2 = cfs Q1 = 8.85 cfs Q4 V4 = 3.72 ft/s V3 = 2.40 ft/s V2 = ft/s V1 = 3.02 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 = [( 10.93 )( 3.72 )]-[( 2.30 )( 2.40 )( cos 90 °)+( 0.25 )( 1.62 )( cos 0 °)+( 8.85 )( 3.02 )( cos 90 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft 0.7850 40.25 0.40 MH#9 101.17 3.55 0.14 MH#8 25.28 0.25 1.62 0.22 1.59 0.785 90 0.00 0.785 64 41.09 0.0000 0.35 0.01 MH#6 MH#7 56.90 0.00 1.24 0.02 0.39 1.87 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 3 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q4 Q4 = 2.35 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.94 cfs V4 = 2.40 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.72 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 = [( 2.35 )( 2.40 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.46 )( 1.94 )( cos 90 °)+( 1.94 )( 2.72 )( cos 90 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 9.00 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 5.25 cfs V4 = 3.02 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.58 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 = [( 9.00 )( 3.02 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 4.41 )( 2.51 )( cos 90 °)+( 5.25 )( 2.58 )( cos 17 °)] °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q3 Q1 Q4 = 4.66 cfs Q3 = 1.09 cfs Q2 = cfs Q1 = 2.70 cfs V4 = 2.51 ft/s V3 = 2.33 ft/s V2 = ft/s V1 = 2.50 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 = 14 ° Q2 DELTA HGL = [( 4.66 )( 2.51 )]-[( 1.09 )( 2.33 )( cos 118 °)+( 1.01 )( 2.45 )( cos 90 °)+( 2.70 )( 2.50 )( cos 14 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 Q4 = 1.04 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.71 cfs V4 = 2.45 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.21 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 = 20 ° Q1 DELTA HGL = [( 1.04 )( 2.45 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.71 )( 2.21 )( cos 20 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft DI#3 25.28 0.00 0.00 0.0000 1.07 0.04 0.785 90 6.34 0.08 MH#12 79.03 14.23 0.14 MH#11 101.17 1.01 2.45 MH#10 41.09 4.41 2.51 3.142 90 0.46 1.94 0.785 90 5.64 0.14 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 4 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q2 Q4 = 2.77 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.74 cfs V4 = 2.50 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 3.14 ft/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 = 3 ° DELTA HGL = [( 2.77 )( 2.50 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.93 )( 2.35 )( cos 76 °)+( 1.74 )( 3.14 )( cos 3 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 = 0.95 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.49 cfs V4 = 2.35 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 1.95 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 = [( 0.95 )( 2.35 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.47 )( 1.95 )( cos 90 °)+( 0.49 )( 1.95 )( cos 90 °)] ( ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q2 Q4 = 1.76 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.77 cfs V4 = 3.14 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.14 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 = 60 ° Q1 DELTA HGL = [( 1.76 )( 3.14 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.26 )( 1.68 )( cos 64 °)+( 0.77 )( 2.14 )( cos 60 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 5.29 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 4.69 cfs V4 = 2.58 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.57 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 = 53 ° Q4 DELTA HGL = [( 5.29 )( 2.58 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 4.69 )( 2.57 )( cos 53 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft 0.0000 6.39 0.06 DI#7 101.17 4.51 0.18 CB#10 25.28 0.00 0.00 MH#13 25.28 0.26 1.68 0.785 64 0.47 1.95 0.785 90 2.23 0.09 0.785 76 0.94 0.02 CB#9 41.09 0.93 2.35 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 5 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q4 = 4.81 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 4.41 cfs Q1 V4 = 2.57 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.49 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 = 13 ° Q4 DELTA HGL = [( 4.81 )( 2.57 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 4.41 )( 2.49 )( cos 13 °)] ( 0.5 )( 3.142 + 3.142 )( 32.2 ) DELTA HGL = = ft Q4 = 4.52 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 3.72 cfs Q1 V4 = 2.49 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.62 ft/s A4 = 3.142 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 Q4 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 20 ° DELTA HGL = [( 4.52 )( 2.49 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 3.72 )( 2.62 )( cos 20 °)] ( 0.5 )( 3.142 + 1.767 )( 32.2 ) DELTA HGL = = ft Q2 Q4 = 3.75 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 3.53 cfs V4 = 2.62 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.43 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 = [( 3.75 )( 2.62 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.28 )( 1.70 )( cos 93 °)+( 3.53 )( 2.43 )( cos 21 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q4 = 3.53 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 3.06 cfs V4 = 2.43 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.53 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 Q4 Q1 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 0 ° DELTA HGL = [( 3.53 )( 2.43 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 3.06 )( 2.53 )( cos 0 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft 0.00 0.00 0.0000 0.84 0.01 0.785 93 1.84 0.03 MH#14 56.90 DI#11 56.90 2.10 0.03 DI#9 79.03 0.28 1.70 DI#8 101.17 0.00 0.00 0.0000 0.00 0.00 0.0000 1.66 0.02 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 6 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q1 Q4 = 3.10 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.72 cfs V4 = 2.53 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.47 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 = 50 ° DELTA HGL = [( 3.10 )( 2.53 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 2.72 )( 2.47 )( cos 50 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.78 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 2.59 cfs V4 = 2.47 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.45 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 1.767 ft2 Q2 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 44 ° Q4 DELTA HGL = [( 2.78 )( 2.47 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.23 )( 1.55 )( cos 46 °)+( 2.59 )( 2.45 )( cos 44 °)] ( 0.5 )( 1.767 + 1.767 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 2.65 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.64 cfs V4 = 2.45 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.69 ft/s A4 = 1.767 ft2 A3 = 0.000 ft2 A2 = ft2 A1 = 0.785 ft2 Q2 g = 32.2 ft/s2 Ø3 = 0 ° Ø2 = ° Ø1 = 10 ° Q4 DELTA HGL = [( 2.65 )( 2.45 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 1.14 )( 2.52 )( cos 90 °)+( 1.64 )( 2.69 )( cos 10 °)] ( 0.5 )( 1.767 + 0.785 )( 32.2 ) DELTA HGL = = ft Q4 = 1.17 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 0.92 cfs V4 = 2.52 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.33 ft/s A4 = 0.785 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 = [( 1.17 )( 2.52 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 0.92 )( 2.33 )( cos 0 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = 0.80 = 0.03 ft CB#15 25.28 MH#16 41.09 0.00 0.00 0.0000 1.14 2.52 0.785 90 2.15 0.05 1.55 0.785 46 0.04 56.90 2.05 MH#15 3.52 0.06 DI#12 56.90 0.23 0.00 0.00 0.0000 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Junction-Loss-Calcs >Junction-Loss-Calcs Page 7 of 7 JUNCTION LOSS CALCULATIONS GRAND ISLAND VILLAGE REVISED SPR No. 09-0840 DELTA HGL = [( Q4 )( V4 )]-[( Q3 )( V3 )( cos Ø3 )+( Q2 )( V2 )( cos Ø2 )+( Q1 )( V1 )( cos Ø1 )] ( 0.50 )( A4 + A1 )( g ) 03/08/11 Q1 Q4 = 1.69 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.26 cfs V4 = 2.69 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.53 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 = 10 ° Q4 DELTA HGL = [( 1.69 )( 2.69 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.26 )( 2.53 )( cos 10 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.27 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.27 cfs V4 = 2.53 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.56 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 ° Q4 DELTA HGL = [( 1.27 )( 2.53 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.00 )( 0.00 )( cos 0 °)+( 1.27 )( 2.56 )( cos 90 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft Q1 Q4 = 1.31 cfs Q3 = 0.00 cfs Q2 = cfs Q1 = 1.06 cfs V4 = 2.56 ft/s V3 = 0.00 ft/s V2 = ft/s V1 = 2.44 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 = 90 ° Q2 DELTA HGL = [( 1.31 )( 2.56 )]-[( 0.00 )( 0.00 )( cos 0 °)+( 0.29 )( 1.74 )( cos 90 °)+( 1.06 )( 2.44 )( cos 90 °)] ( 0.5 )( 0.785 + 0.785 )( 32.2 ) DELTA HGL = = ft MH#18 25.28 0.29 1.74 0.785 90 3.35 0.13 0.0000 3.21 0.13 MH#17 25.28 0.00 0.00 0.00 0.00 0.0000 1.41 0.06 CB#16 25.28 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx HYDRAULIC GRADE LINE CALCULATIONS KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-HGL-Calcs >HGL-Calcs Page 1 of 4 HYDRAULIC GRADE 03/08/11 LINE CALCULATIONS FOR REVISED SPR No. 09-0840 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 to Exist. MH#1 357.00 EX MH#1 MH#2 12.89 50 4.46 0.14 357.14 MH#2 0.17 357.31 MH#2 CB#1 0.34 10 1.76 0.01 357.32 CB#1 0.35 1.76 1.20 0.05 0.06 357.38 < MH#2 CB#2 1.02 20 2.42 0.04 357.35 CB#2 1.03 2.42 1.20 0.09 0.11 357.46 < MH#2 MH#3 12.08 20 4.01 0.04 357.35 MH#3 0.13 357.48 MH#3 MH#4 12.18 32 4.01 0.07 357.55 MH#4 0.18 357.73 MH#4 MH#5 1.78 96 2.25 0.10 357.83 MH#5 0.03 357.86 MH#5 CB#3 0.33 10 1.74 0.01 357.87 CB#3 0.33 1.74 1.20 0.05 0.06 357.93 < MH#5 MH#6 1.62 28 2.14 0.03 357.89 MH#6 0.02 357.91 MH#6 CB#4 0.39 8 1.87 0.01 357.92 CB#4 0.39 1.87 1.20 0.05 0.07 357.98 < MH#6 MH#7 1.26 110 2.05 0.09 358.00 MH#7 0.01 358.01 MH#7 MH#8 1.30 72 2.61 0.17 358.18 MH#8 0.14 358.32 MH#8 8 CB#5 1.17 25 2.48 0.05 358.37 CB#5 1.15 2.48 1.20 0.10 0.11 358.49 < MH#8 DI#1 0.22 46 1.59 0.04 358.36 DI#1 0.22 1.59 1.20 0.04 0.05 358.41 < MH#4 MH#9 10.65 181 3.72 0.35 358.08 MH#9 0.40 358.48 MH#9 CB#6 0.25 17 1.62 0.02 358.49 CB#6 0.25 1.62 1.20 0.04 0.05 358.54 < MH#9 MH#10 2.30 80 2.40 0.09 358.57 MH#10 0.14 358.71 MH#10 CB#7 0.46 20 1.94 0.03 358.74 CB#7 0.46 1.94 1.20 0.06 0.07 358.81 < MH#10 CB#8 1.94 13 2.72 0.03 358.74 CB#8 1.94 2.72 1.20 0.11 0.14 358.88 < 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) 1.0 1.0 1.5 1.0 1.5 1.0 1.0 1.0 2.0 1.5 1.0 1.5 1.0 2.0 2.0 1.0 1.0 2.0 ARRIVING PIPE DIA (FEET) KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-HGL-Calcs >HGL-Calcs Page 2 of 4 HYDRAULIC GRADE 03/08/11 LINE CALCULATIONS FOR REVISED SPR No. 09-0840 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#9 MH#11 8.85 90 3.02 0.11 358.59 MH#11 0.14 358.73 MH#11 MH#12 4.41 135 2.51 0.12 358.85 MH#12 0.08 358.93 MH#12 DI#2 1.09 61 2.33 0.12 359.04 DI#2 0.92 2.33 1.20 0.08 0.10 359.14 < MH#12 DI#3 1.01 64 2.45 0.13 359.06 DI#3 0.04 359.10 < DI#3 DI#4 0.71 97 2.21 0.16 359.27 DI#4 0.72 2.21 1.20 0.08 0.09 359.36 < MH#12 CB#9 2.70 150 2.50 0.19 359.12 CB#9 0.02 359.14 < CB#9 MH#13 0.93 60 2.35 0.12 359.25 MH#13 0.09 359.34 MH#13 DI#5 0.47 39 1.95 0.05 359.39 DI#5 0.48 1.95 1.20 0.06 0.07 359.46 < MH#13 DI#6 0.49 20 1.95 0.03 359.37 DI#6 0.50 1.95 1.20 0.06 0.07 359.44 < CB#9 CB#10 1.71 126 3.14 0.43 359.57 CB#10 0.18 359.75 < CB#10 CB#11 0.26 3 1.68 0.00 359.75 CB#11 0.26 1.68 1.20 0.04 0.05 359.80 < CB#10 10 CB#12 0.77 40 2.14 0.06 359.81 CB#12 0.78 2.14 1.20 0.07 0.09 359.90 < MH#11 DI#7 5.25 53 2.58 0.05 358.78 DI#7 0.06 358.84 < DI#7 DI#8 4.69 101 2.57 0.09 358.93 DI#8 0.02 358.95 < DI#8 DI#9 4.41 79 2.49 0.07 359.02 DI#9 0.03 359.05 < DI#9 MH#14 3.72 45 2.62 0.06 359.11 MH#14 0.03 359.14 MH#14 DI#10 0.28 161 1.70 0.16 359.30 DI#10 0.31 1.70 1.20 0.04 0.05 359.36 < MH#14 DI#11 3.53 93 2.43 0.11 359.25 DI#11 0.01 359.26 < DI#11 DI#12 3.06 58 2.53 0.08 359.34 DI#12 0.06 359.40 < 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 1.5 1.5 1.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 2.0 2.0 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-HGL-Calcs >HGL-Calcs Page 3 of 4 HYDRAULIC GRADE 03/08/11 LINE CALCULATIONS FOR REVISED SPR No. 09-0840 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) DI#12 MH#15 2.72 50 2.47 0.06 359.46 MH#15 0.04 359.50 MH#15 CB#13 0.23 46 1.55 0.04 359.54 CB#13 0.24 1.55 1.20 0.04 0.04 359.58 < MH#15 MH#16 2.59 76 2.45 0.09 359.59 MH#16 0.05 359.64 MH#16 CB#15 1.14 106 2.52 0.23 359.88 CB#15 0.03 359.91 < CB#15 CB#14 0.92 15 2.33 0.03 359.93 CB#14 0.92 2.33 1.20 0.08 0.10 360.03 < MH#16 CB#16 1.64 138 2.69 0.35 359.99 CB#16 0.06 360.05 < CB#16 MH#17 1.26 20 2.53 0.04 360.09 MH#17 0.13 360.22 MH#17 MH#18 1.27 119 2.56 0.27 360.49 MH#18 0.13 360.62 MH#18 CB#17 1.06 10 2.44 0.02 360.64 CB#17 1.06 2.44 1.20 0.09 0.11 360.75 < MH#18 DI#13 0.29 26 1.74 0.03 360.65 DI#13 0.30 1.74 1.20 0.05 0.06 360.71 < 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 Data: l = pipe length (feet) v = velocity (ft/sec) C.B. Normal Delta Delta d = pipe diameter (feet) No. Flowline HGL FL -HGL Allowed Okay? CB#1 361.58 357.38 4.20 > 0.50 Yes CB#2 361.65 357.46 4.19 > 0.50 Yes CB#3 362.96 357.93 5.03 > 0.50 Yes CB#4 362.59 357.98 4.61 > 0.50 Yes CB#5 362.75 358.49 4.26 > 0.50 Yes CB#6 364.29 358.54 5.75 > 0.50 Yes CB#7 361.75 358.81 2.94 > 0.50 Yes CB#8 361.75 358.88 2.87 > 0.50 Yes CB#9 365.17 359.14 6.03 > 0.50 Yes CB#10 363.46 359.75 3.71 > 0.50 Yes CB#11 364.28 359.80 4.48 > 0.50 Yes CB#12 363.58 359.90 3.68 > 0.50 Yes CB#13 364.36 359.58 4.78 > 0.50 Yes CB#14 364.20 360.03 4.17 > 0.50 Yes CB#15 364.89 359.91 4.98 > 0.50 Yes CB#16 364.45 360.05 4.40 > 0.50 Yes CB#17 364.11 360.75 3.36 > 0.50 Yes 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-HGL-Calcs >HGL-Calcs Page 4 of 4 HYDRAULIC GRADE 03/08/11 LINE CALCULATIONS FOR REVISED SPR No. 09-0840 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) Drop Inlet Data: D.I. Grate Delta Delta No. Elev. HGL FL -HGL Allowed Okay? DI#1 363.97 358.41 5.56 > 0.50 Yes DI#2 361.90 359.14 2.76 > 0.50 Yes DI#3 364.38 359.10 5.28 > 0.50 Yes DI#4 363.98 359.36 4.62 > 0.50 Yes DI#5 363.65 359.46 4.19 > 0.50 Yes DI#6 363.70 359.44 4.26 > 0.50 Yes DI#7 362.59 358.84 3.75 > 0.50 Yes DI#8 362.67 358.95 3.72 > 0.50 Yes DI#9 362.71 359.05 3.66 > 0.50 Yes DI#10 364.41 359.36 5.05 > 0.50 Yes DI#11 363.71 359.26 4.45 > 0.50 Yes DI#12 364.01 359.40 4.61 > 0.50 Yes DI#13 362.24 360.71 1.53 > 0.50 Yes Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx APPENDIX “A” INTENSITY-DURATION-FREQUENCY CURVES URBAN RUNOFF COEFFICIENTS CHART GUTTER FLOWCHARTS Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx APPENDIX “B” COB PUBLIC WORKS DEPARTMENT DRAINAGE STUDY APPROVAL LETTER 03/16/2010 FOR ORIGINAL GRAND ISLAND VILLAGE DESIGN Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx APPENDIX “C” COB PLANNING DEPARTMENT REVISED SPR 09-0840 APPROVAL LETTER 02/14/2011 Revised Drainage Study for Grand Island Village – SPR 09-0840(R) Ming Avenue & Buena Vista Road, City of Bakersfield KMc>U:\Grand Island Village\Drainage-Study\Revised-Study\GIV(R)-Drainage-Text.docx APPENDIX “D” FLOWAGE EASEMENT DOC. NO. 0210003590, O.R. TEMPORARY FLOWAGE & DRAINAGE EASEMENT DOC. NO. 0210003591, O.R.