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Home My WebLink AboutTract 7044 Revision to Drainage StudyMCINTOSH AssoCIATES VA" Land Surveying Civil Engineering Photogrammetry G P S P l a n n i n g Environmental Landscape Architecture Petroleum Engineering 661 •834.481 4 Fax 661.834.0972 2001 Wheelan Court Bakersfield, CA 93309 www.mcintoshassoc.com mcengr@mcintoshassoc.com February 6, 2020 Manny Behl City of Bakersfield, 1600 Truxtun Avenue Bakersfield, California 93301 Attn: Manny Behl, Subdivision Re: Tract 7044 Drainage from Berkshire Road M c# 015-008-00 Dear Manny Behl, The purpose for this letter is to demonstrate that the approved storm drain system can handle the new Berkshire tributary (0.58 acres) runoff. The hydrology calculations assumed the same intensity (1.80) and runoff coefficient (0.95) from the approved drainage study for additional area. The total runoff of 1.0 cfs will be discharging into new catch basin to be located behind the cul-de-sac Lago Puccini Street, Berkshire Road. The proposed catch basin will have a 3.5' opening to handle this additional runoff and be conveyed into Tract 7044 through an 18" RCP. At each downstream pipe segment (Pipe A, Pipe 15, & Pipe Sump), 1.0 cfs was added to the discharge then reanalyzed per the new Q values. Based on these new calculations, the HGL is not less than 0.5' below the existing grade at all manholes and catch basins. The approved sump capacity will remain the same at 4.56 ac -ft (AF) with a 10.0 -ft design water surface. The additional area from Berkshire is expected to generate 0.08 AF of volume thus increasing the total volume required to (0.08 AF + 4.23 AF) 4.31 AF. The existing sump shall be able to handle the additional area with an excess volume of 0.25 AF. Hydrology calculations will not be reevaluated since the additional runoff will only affect the hydraulics downstream of Manhole #6. Z_7 `_- 'I ine Inlet Report Hydraf low Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Thursday, ,Jun 24 2019 New Catch Basin - Drainage Study Curb Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.50 Q (cfs) = 1.00 Throat Height (in) = 3.50 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = -0- Q Total (cfs) = 1.00 Grate Length (fit) = -0- Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 5.46 Slope, Sw (ft/ft) = 0.083 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 8.12 Local Depr (in) = 2.00 Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n -value = -0- a1tlimtns-on In NO TRACT 7044 -REV HYDRAULIC CALCULATIONS (SUMMARY) Pipe No. Pipe Length (ft) Pipe Size (in) Flow Rate (cfs) Avg. Velocity (fUs) Capacity Flowing Full (cfs) Invert Down (ft) HGL I Down (ft) Velocity Dawn ON Velocity Head Down (ft) EGL Down (ft) S, Down M1 Invert Up (ft) SUMP 68.62 36 13.33 2.72 15.66 328.27 338.00 2.72 O.Y1 338.11 0.106 328.37 PIPE 1 354.59 24 8.29 2.64 8.74 328.37 338.19 2.64 1 0.11 338.30 0.135 328.90 PIPE 2 40.75 24 7.91 2.51 8.68 328.90 338.77 2.52 0,10 338.87 0.122 328.96 PIPE 3 37.31 24 7.96 2.55 9.07 329.46 338.84 2.55 0.10 338.94 0.125 329.52 PIPE 4 260.75 24 6,42 2.07 8.75 330.02 338.99 2,07 0.07 339.05 0.083 330.41 PIPE 5 259.25 18 5.79 3.28 4.02 330.41 339.27 3.28 0,17 339.43 0.305 330.79 PIPE 6 201.09 18 5.98 3.4 4.68 335.93 1 340.23 1 3.40 0.18 340.41 1 0.327 336.33 PIPE 7 99.50 YS 5.08 2.89 4.71 336.33 341.06 2.89 0.13 341.19 0.236 336.53 PIPE 8 13.00 18 3.92 2.22 10.50 336.53 341.43 2.22 0.08 341.50 0,139 336.66 PIPE 9 25.13 18 1.27 0.72 10.47 336.53 341.43 0.72 0.01 341.43 0.015 336.78 PIPE 10 13.00 18 1.24 0.71 10,50 336.33 341.06 0.71 0.01 341.07 0.014 336.46 PIPE 11 1 13.00 18 1.07 0.62 10.50 336.07 339.27 0.62 0.01 339.27 0.011 336.20 PIPE 12 26.64 18 1.13 0.64 10.57 334.99 1 338.99 0.64 0.01 338.99 0.012 335.26 PIPE 13 13.00 18 1.37 0.79 10.50 335.18 1 338.99 0.79 0.01 339.00 0.018 335.31 PIPE 14 23.00 18 0.64 0.38 10.50 335.22 338.77 0.38 0.00 338.78 0.004 335.45 PIPE 15 260.02 18 6.56 3.71 10.42 328.37 338.19 3.71 0.21 338.40 1 0.390 330.93 PIPE 53.78 18 6.60 3.74 8.47 330.93 339.35 3.74 0.22 339.57 0.395 331.28 PIPE 8 207.51 18 5.74 3.25 6.36 331.28 339.74 3.25 0.16 339.91 0.300 332.04 PIPE C 280.00 18 1 2.90 1.64 4.70 332.03 340.53 1,64 0.04 340.57 0.076 332.59 PIPE D 54.95 18 2.94 1.7 4.25 337.31 340.78 1.70 0.04 340.83 0.082 337.40 PIPE E 255.05 18 2.93 1.7 5.73 337.40 340.87 1.70 0.04 340.92 0.082 338.16 PIPE F 235.75 18 1.44 0.85 5.27 338.16 341.13 0.85 0.01 341.14 0.020 338.85 PIPE G 13.00 18 2,17 1.23 10.50 338.16 341.13 1.23 0,02 341.15 0.043 338.29 PIPE H 13.00 18 0.29 0.17 10.50 337.40 340.87 0.17 0.00 340.87 0.001 337.53 PIPE 1 13.00 18 2.45 1.41 10.50 337.42 340.53 1.41 0.03 340.56 0,057 337.55 PIPE J 23.00 18 1.47 0.85 10.50 333.49 340.53 0.85 0.01 340.54 0,020 333.72 New Line 732.8 18 1 0.6 8.37 333.90 339.74 0.57 O.OD 339.75 0.009 338.56 Pipe No. HGL Up (ft) GrndfRim Elev. Up (ft) Cover Up (ft) Velocity Up (ft/s) I Velocity Head Up (ft) EGL Up (ft) I S, Up M S, Avg. (°/a} Energy Loss (ft) J -1 -ass Coeff Minor Loss (ft) SUMP 338.07 344.16 13.29 2.72 0,11 338.19 0.106 1 0.106 0.073 1 0.11 PIPE 1 338.66 341.68 10.78 2.64 0.11 338.77 0.135 0.135 0.478 1 0.11 PIPE 2 338.82 341.51 10.57 2.51 0.10 338.92 0.122 0.122 0.05 0.15 0.01 PIPE 3 338.88 341.53 10.01 2.55 0.10 338.99 0.125 0.125 0.047 1 0.1 PIPE 4 339.20 342.15 9.74 2,07 0.07 339.27 0.083 0.083 0.215 1 0.07 PIPE 5 340.06 342.65 10.36 3.28 0.17 340.23 0.305 0.305 0.791 1 0.17 PIPE 6 340.88 342.22 4.39 3.40 0.18 341.06 0.326 0.327 0.657 1 0.18 PIPE 7 341.30 342.22 4.19 2.89 0.13 341.43 0.236 0.236 0.235 1 0.13 PIPE 8 341.34 341.84 3.68 2.22 0.08 341.52 0.139 0.139 0.018 1 0.08 PIPE 9 341.43 343.90 5.67 0.72 0.01 341.44 0.015 0.015 0.004 1 0.01 PIPE 10 341.06 341.84 3.88 0.71 0.01 341.07 0.014 0.014 0.002 1 0.01 PIPE 11 339.27 341.66 3.96 0.62 0.01 339.27 0.011 0.011 0.001 1 0.01 PIPE 12 338.99 341.04 4.28 0.64 0.01 338.99 D.012 0.012 0.003 1 0.01 PIPE 13 338.99 341.01 4.20 0.79 0.01 339.00 0.018 0.018 0.002 1 0.01 PIPE 14 338.77 341.00 4.33 0.38 0.00 338.78 0.004 0.004 0.001 1 0 PIPE 15 339.20 344.55 12.15 3.71 0.21 339.42 0.39 0.39 1.015 0.7 0.15 339.56 342.80 10.05 3.73 0.22 339.78 0.395 0.395 0.212 0.81 0.18 340.36 342.40 8.82 3.25 0.16 340.53 0.3 03 0.622 1 0.16 rPE 340.74 342.36 9.08 1.64 0.04 340.78 0.076 0.076 0.214 1 0.04 340.83 343.26 4.36 1.70 0.04 340.87 0.082 0.082 0.045 1 0.04 341.08 343.82 4.16 1.70 0.04 341.13 0.082 0.082 0.208 1 0.04 PP 341.18 343.10 3.47 0.85 0.01 341.20 0.02 0.02 0.003 1 0.01 PIPE G 341.13 343.10 3.83 1 1.23 0A2 341.15 0.043 0.043 0.006 1 0,02 PIPE H 340.87 342.87 3.84 0.17 0.00 340.87 0.001 0,001 0 1 0 PIPE I 340.53 341.97 2.92 1.41 1 0.03 340.57 0.057 0.057 0.007 1 0.03 PIPE J 340.53 341.97 6.75 0.85 0.01 340.54 1 0.02 0.02 0.005 1 0.01 New Line 339.81 345.65 5.59 0.64 0.01 339.81 1 0.009 0.009 0.066 1 0,01 1.0 CFS was added to this pipe from approved Drainage Study 12_x. I .� 6 = I 10 1 9 I' II ' WI ' 14 i-----4 j AREA 7 111 I 1 II --------- . I � 6.83 AC ----� > II 16 iI z�iII1IIi1 7 LYUKO, `II,I -- 2 1 Ij 5 AVENUE— ra a----� � � AREA 2 ! 19 I 73 I Q ii I 2.50 AC II 1 I 3 L-------- I ' 20 \ I I II 2 I• 55 BER K S H I R E R O A D 1 - 0.58 AC to New CB --- 1 18- 30 19 I �j 1 j% I I o I �. 31 17 I I 20 ! 29 `, w 1 32 I� 16 21 s I28 ------ AREAB I wI 33 AREA A ; I I,; —__ 10 3.42 AC --- I ---- 3.05 AC ------ L I I 0 15 22 I I 27 ;r------� --- i .I4 ' I! I I 34 ---1--- i j ! I` 23 I----6 --- : I---------- �� 35 12 13 i I i 24 I Z. JJ I h x. U' I _18 RCP (G).. =18 RCP (F) _ `16" RCP (F) - —` • I p .. I Wit- - _ - - - -j IL 37 - - YUKON RIVER AVENUE AREA C 2 I 71 ; 1 G; 0.54 AC 68 I 67 66 65-------- I� ! �I I 1 I [ 38 1� I AREA D I----------- � � I �I 3.36 AC------ I I 39 vl 01 I I I I 1, U 56 $ i .I i 57 I 58 59 I 60 i 61 I 62I _---------- i 6:5 I 54 22 \ % e RCP (o) BREITEN _BUSH AVENUE _ —t 1a• RcP (�) _ 1a RCP (C) 41 cam 1s R"—_ MI+B, ; j8' RCP (A) BA5ENT0 WAY— m 23- ---Q ! I I I 51 50 \� I mp1fl 24 �111-I lwl1, i ii I �Ql a l 25 28 29 30 I -- —i --� aQ >rl�l� II— �! 26 2.7LIJ I 1 cum �4• � 4 t8' RCA 54 ----LAKE BRACCIANNO AVENUE IS-RCP(u 53 52 j 51 i 50 i 49 i 48 i 47 i 46 i II I I I I AREA 5 j I I I ; 2.29 AC ; 49 Ir 48 I 47 AREA , 44 I 43 I 42 5.31 AC I 1 , I I I I I I — I 31 i 32 i 33 AREA 6 1 36 37 138 2.53 C C°!.7 L_..._�_ �._. - I `'FUTURE TRACT NO. 7043 SEE TRIBUTARY AREA 'EXHIBIT fI CALCULATION ............................................... 0.58 acres to be added: Total Area = 0.58 acres C= 0.95; Intensity= 1.80 Q= CIA = 0.95 x 1.80 x 0.58 acres= 0.9918 cfs =1.00 cfs to Pipe A AREAS B, 1, & 3 INCLUDE THE ON-SITE AND OFF-SITE AREAS THUS HAVING A COMPOSITE RUNOFF COEFFICIENT NOTE: ALL SUMPS, CATCH BASINS, AND STORM DRAIN SYSTEMS WITHIN THIS TRACT SHALL BE PUBLICLY MAINTAINED BY THE CITY. LEGEND ------------- TRACT BOUNDARY --------- CENTERLINE YS" RCP (x) p PROPOSED STORM DRAIN PIPE (LINE 10) I 1/' BASIN BOUNDARY — — ' — _ — ® SUB—BASIN BOUNDARY r' FLOW DIRECTION EX. SUMP li' (NOT A PART) `jX NODE/MANHOLE 10 CATCH BASIN D �~ 16• RCA (ra)QW LAKE BRACCIANNO AVENUE I'✓1 2r RCA (2)---"r-----"F > I 44 I 43 II 4241 1 30• RCP (SUMP) � AREA 7 SUMP i13 Ac SUMP EXHI IIT I ! 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