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Home My WebLink About5151 Knudsen Drive - Drainage Study2 Table of Contents 1.0 PURPOSE ...................................................................................................................3 2.0 GUIDELINES ...............................................................................................................3 3.0 DESIGN APPROACH .................................................................................................3 4.0 CONCLUSION AND RECOMMENDATIONS .............................................................4 Soil Map ....................................................................................................back of report Hydrology Calculations..............................................................................back of report Inlet Sizing Calculations ............................................................................back of report Hydraulic Calculations and Pipe Profiles...................................................back of report Drainage & Basin Exhibit ...........................................................sleeve in back of report Reference ..................................................................................................back of report 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 10 minutes for Commercial Development. 2. Approximately less than a tenth of the site is Soil Group C - Milham sandy loam, 0 to 2 percent slopes and the remaining area is Soil Group A - Kimberlina fine sandy loam, 0 to 2 percent slopes. The soil group was obtained from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this report. 3. The runoff coefficients used for the proposed site is 0.90 - Commercial. 4. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 3.0 DESIGN APPROACH The contributing areas to the retention basin are all zoned commercial and therefore were modeled as such so that the improvements were accurate. This report studies the required pipe sizes for the drainage lines within the commercial site to the retention basin. The drainage area is dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Hageman Road, to the north by Basilicata, to the south by Existing Cal Water Well Site, and to the west by Existing Tract 6013 that takes storm drain runoff into the Existing Retention Basin. The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. The main purpose of this report is the storm drain system leading to the basin and verify its capacity to handle the proposed development. There are seven proposed grate inlets located throughout the development. Using Hydraflow, it was determined that a 2 ft. x 2 ft. grate opening was able to capture 100% of the sub-area runoffs. The sizes for these proposed inlets were calculated based on the largest discharge for each type of inlet (Refer to Inlet Sizing Calculations). The portions of the tributary area and the required volumes as well as the runoff coefficients used are shown on Proposed Drainage Exhibit. The complete tributary areas are as follows: Transitional Care Center of Bakersfield (Proposed Commercial Project) Olive Drive Self Storage (Existing Commercial) San Lauren Elementary School (Existing School) Tract 6013 (Existing R-1; 10,000 Sq Ft.) The existing retention basin is the south of the Existing Cal Water Well Site at the T-intersection of Bergamo Drive and Hageman Road. Per the Approved Sewer and Storm Drain Plans for Tract 4 6013, the Design Water Surface of 421.0 since the lowest inlet elevation is an existing catch basin on the T-intersection of Bergamo Drive and Varese Court. Thus the existing Design Water Surface will stay at the same elevation but have a new bottom basin elevation of 408.0 while maintain the existing 2:1 side slopes. This basin will be deepened by one feet in order to handle the proposed discharge of this project. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing areas equal 61.14 acres; this acreage is divided into the areas as noted below. The area of the proposed basin was omitted from this analysis. The coefficient values are provided for each area and the calculations for the required volume is shown below and on the Drainage & Basin Exhibit. (Refer to Reference Section for Overall Watershed Exhibit) Area Acres Coefficient C x A Watershed Area Existing Elementary School 14.14 0.60 8.48 Existing R-1, 10000 SF 21.95 0.34 7.46 Existing Self Storage / Knudsen Road & Hageman Road 16.41 0.90 14.77 Proposed Hospital 8.64 0.90 7.78 EXISTING & PROPOSED Ʃ(CXA) =38.49 TOTAL (AC)61.14 VOLUME REQUIRED (AF) =5.77 * Assumed based on a plan provided by the City of Bakersfield The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2014. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and resultant discharge was entered into the program for a 10-year event. These flows from the 10-year event were calculated and routed. Starting HGL at the basin was estimated to be 6.5’ above the basin bottom. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 6.5’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 8” PVC, 12” PVC, and 18” PVC for the on-site and 18” RCP (Pipe 3) and 24” RCP) for the off-site. The HGL is not less than 0.5’ below the existing grade at any manhole and inlet on-site. The main objectives of this study were to design an economical storm drain system and meet the design standards set by the City of Bakersfield. The storm drain system will be able to handle a 10-year event. All pipes located within the public right-of-way will be RCP material with all onsite pipes being PVC material. The on-site drainage system will be privately maintained and operated by the owner. The City will be responsible for the existing retention basin and pipe segments along Knudsen Drive, within the public right-of-way. The Basin Exhibit, part of this study, shows the existing retention basin that allows for the deepening of the base elevation. The revised retention basin will have a total water depth of 13.0’ with a minimum of 1’ of freeboard. This hospital development will require 1.12 AF of storage in addition to the existing tributary areas. The basin for the completed condition will be able to store 5.78 AF of runoff with a design water surface at the 421.0 mark. The required volume for the existing facilities and proposed development is 5.77 AF without any excess volume. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/26/2016 Page 1 of 4 39 1 9 8 1 0 39 1 9 8 6 0 39 1 9 9 1 0 39 1 9 9 6 0 39 2 0 0 1 0 39 2 0 0 6 0 39 2 0 1 1 0 39 2 0 1 6 0 39 1 9 8 1 0 39 1 9 8 6 0 39 1 9 9 1 0 39 1 9 9 6 0 39 2 0 0 1 0 39 2 0 0 6 0 39 2 0 1 1 0 39 2 0 1 6 0 312810 312860 312910 312960 313010 313060 312810 312860 312910 312960 313010 313060 35° 24' 26'' N 11 9 ° 3 ' 4 2 ' ' W 35° 24' 26'' N 11 9 ° 3 ' 3 0 ' ' W 35° 24' 14'' N 11 9 ° 3 ' 4 2 ' ' W 35° 24' 14'' N 11 9 ° 3 ' 3 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,940 if printed on A portrait (8.5" x 11") sheet. Warning: Soil Map may not be valid at this scale.Transitional Care of Bakersfield MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kern County, California, Northwestern Part Survey Area Data: Version 8, Sep 9, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 13, 2013—Oct 23, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/26/2016 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Kern County, California, Northwestern Part (CA666) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 8.8 93.5% 196 Milham sandy loam, 0 to 2 percent slopes MLRA 17 C 0.6 6.5% Totals for Area of Interest 9.4 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/26/2016 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/26/2016 Page 4 of 4 HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:Transitional Care of Bakersfield R-1, 6750 SF 0.4 DATE:Nov-16 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.8 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Industrial 0.8 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 Backyards 0.05 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q V Trial Tc Roof to Tm D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Vel. MIN. Gutter Travel Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 1 0.90 1.73 0.31 11.24 153 1.21 0.79% 0.48 2.06 11.24 10 1.24 PIPE 16 129.50 0.48 0.61 3.52 12 14.76 AREA 2 0.90 1.80 1.31 10.00 377 2.81 0.74% 2.12 2.31 10.00 0 2.72 PIPE 15 0.90 1.52 1.62 95.35 2.22 1.26 14.76 1.26 18 16.02 AREA 3 0.90 1.80 0.34 10.00 199 2.99 1.50% 0.55 2.62 10.00 0 1.27 PIPE 14 0.90 1.45 1.96 212.27 2.56 1.45 16.02 2.44 18 18.47 AREA 4 0.90 1.80 0.09 10.00 199 3.43 1.72% 0.15 2.27 10.00 0 1.46 PIPE 13 0.90 1.31 2.05 43.53 2.41 1.36 18.47 0.53 18 19.00 AREA 5 0.90 1.80 0.21 10.00 133 2.00 1.50% 0.34 2.33 10.00 0 0.95 PIPE 12 0.90 1.28 2.26 175.83 2.60 1.47 19.00 1.99 18 20.99 AREA 6 0.90 1.75 0.35 10.79 79 0.50 0.63% 0.55 1.66 10.79 10 0.79 PIPE 9 66.94 0.55 1.58 0.70 8 11.49 CONFLUENCE AT NODE 1 / PIPE 8 0.90 1.18 2.61 67.37 2.76 1.56 20.99 0.72 18 21.71 AREA 7 0.90 1.80 0.33 10.00 147 1.70 1.16% 0.53 2.08 10.00 0 1.18 PIPE 7 0.90 1.15 2.94 116.38 3.04 1.72 21.71 1.13 18 Tc CALCULATIONS Transitional Care of Bakersfield Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q V Trial Tc Roof to Tm D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Vel. MIN. Gutter Travel Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. Transitional Care of Bakersfield 22.84 AREA 8 0.90 1.71 2.93 11.51 330 2.74 0.83% 4.51 3.64 11.51 10 1.51 PIPES 10 & 11 194.86 4.51 2.55 1.27 18 12.78 CONFLUENCE AT NODE 2 / PIPE 6 0.90 1.11 5.87 111.38 5.84 3.31 22.84 0.56 18 23.40 AREA 9 0.90 1.72 1.41 11.38 238 1.80 0.76% 2.18 2.88 11.38 10 1.38 PIPES 4 & 5 0.90 1.09 7.28 436.35 7.12 4.03 23.40 1.80 18 25.21 AREA 10 0.90 1.62 1.36 13.03 414 2.43 0.59% 1.99 2.28 13.03 10 3.03 PIPES 1, 2, & 3 0.90 1.03 8.64 450.23 8.01 2.55 25.21 2.94 24 28.15 Required Sump Capacity = 0.15 x C x A = 1.17 ac-ft C = 0.90 A= 8.64 acres Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc .01 INLET & PIPE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Nov 18 2016 <Name> Drop Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 1.00 Grate Width (ft) = 2.00 Grate Length (ft) = 2.00 Gutter Slope, Sw (ft/ft) = 0.025 Slope, Sx (ft/ft) = 0.025 Local Depr (in) = -0- Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.51 Highlighted Q Total (cfs) = 4.51 Q Capt (cfs) = 4.51 Q Bypass (cfs) = -0- Depth at Inlet (in) = 8.45 Efficiency (%) = 100 Gutter Spread (ft) = 58.36 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- MAX Q for 2'x2' Grate Inlet Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Nov 18 2016 <Name> Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 1.00 Grate Width (ft) = 2.00 Grate Length (ft) = 2.00 Gutter Slope, Sw (ft/ft) = 0.025 Slope, Sx (ft/ft) = 0.025 Local Depr (in) = -0- Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.18 Highlighted Q Total (cfs) = 2.18 Q Capt (cfs) = 2.18 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.24 Efficiency (%) = 100 Gutter Spread (ft) = 10.78 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- MAX Q for 2'x2' Grate Inlet at a 6" curb HYDRAULIC CALCULATIONS AND PIPE PROFILES Tr a n s i t i o n a l C a r e o f B a k e r s f i e l d HY D R A U L I C C A L C U L A T I O N S ( O U T P U T ) Pi p e P i p e P i p e F l o w A v g . C a p a c i t y I n v e r t H G L V e l o c i t y V e l o c i ty E G L S f In v e r t No . L e n g t h S i z e R a t e V e l o c i t y F l o w i n g F u l l D o w n D o w n D o w n He a d D o w n Do w n D o w n U p (f t ) (i n ) (c f s ) (f t / s ) (c f s ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (f t ) 1 75 . 2 0 2 4 8 . 0 0 3 . 8 0 7 6 . 4 0 4 0 8 . 4 2 4 1 4 . 5 0 2 . 5 5 0 . 1 0 4 1 4 . 6 0 0 . 1 2 5 41 7 . 0 0 2 15 6 . 4 3 2 4 8 . 0 0 2 . 9 3 8 . 0 9 4 1 7 . 0 0 4 1 8 . 6 2 2 . 9 3 0 . 1 3 4 1 8 . 7 5 0 . 1 2 8 41 7 . 2 0 3 21 8 . 6 0 1 8 8 . 0 0 4 . 5 3 3 . 6 2 4 1 7 . 2 0 4 1 8 . 9 6 4 . 5 3 0 . 3 2 4 1 9 . 2 7 0 . 5 8 1 41 7 . 4 6 4 14 8 . 1 6 1 8 7 . 1 2 4 . 0 3 4 . 3 3 4 1 7 . 4 6 4 2 0 . 5 4 4 . 0 3 0 . 2 5 4 2 0 . 7 9 0 . 3 2 9 41 7 . 6 4 5 28 8 . 1 9 1 8 7 . 1 2 4 . 0 3 4 . 3 9 4 1 7 . 6 4 4 2 1 . 0 7 4 . 0 3 0 . 2 5 4 2 1 . 3 2 0 . 3 2 9 41 8 . 0 0 6 11 1 . 3 8 1 8 5 . 8 4 3 . 3 1 4 . 0 7 4 1 8 . 0 0 4 2 2 . 0 5 3 . 3 1 0 . 1 7 4 2 2 . 2 2 0 . 2 2 2 41 8 . 1 2 7 11 6 . 3 8 1 8 3 . 0 4 1 . 7 2 4 . 1 5 4 1 8 . 1 2 4 2 2 . 4 7 1 . 7 2 0 . 0 5 4 2 2 . 5 1 0 . 0 6 4 18 . 2 5 8 67 . 3 7 1 8 2 . 7 6 1 . 5 6 4 . 2 8 4 1 8 . 2 5 4 2 2 . 5 5 1 . 5 6 0 . 0 4 4 2 2 . 5 8 0 . 0 4 9 4 18 . 3 3 9 66 . 9 4 8 0 . 5 5 1 . 5 8 1 . 2 3 4 2 1 . 2 5 4 2 2 . 6 2 1 . 5 8 0 . 0 4 4 2 2 . 6 6 0 . 1 4 9 4 2 1. 7 5 10 17 2 . 8 0 1 8 4 . 5 1 2 . 5 5 4 . 6 3 4 1 9 . 6 0 4 2 2 . 4 7 2 . 5 5 0 . 1 0 4 2 2 . 5 7 0 . 1 3 2 41 9 . 8 4 11 22 . 0 6 1 8 4 . 5 1 2 . 5 5 4 . 5 8 4 1 9 . 8 4 4 2 2 . 8 0 2 . 5 5 0 . 1 0 4 2 2 . 9 0 0 . 1 3 2 4 19 . 8 7 12 17 5 . 8 3 1 8 2 . 6 0 1 . 4 7 4 . 3 9 4 1 8 . 3 3 4 2 2 . 6 2 1 . 4 7 0 . 0 3 4 2 2 . 6 5 0 . 0 4 4 41 8 . 5 5 13 43 . 5 3 1 8 2 . 4 1 1 . 3 6 4 . 2 1 4 1 8 . 5 5 4 2 2 . 7 3 1 . 3 6 0 . 0 3 4 2 2 . 7 6 0 . 0 3 8 4 18 . 6 0 14 21 2 . 2 7 1 8 2 . 5 6 1 . 4 5 4 . 0 9 4 1 8 . 6 0 4 2 2 . 7 5 1 . 4 5 0 . 0 3 4 2 2 . 7 8 0 . 0 4 3 41 8 . 8 3 15 95 . 3 5 1 8 2 . 2 2 1 . 2 6 5 . 2 4 4 1 8 . 8 3 4 2 2 . 8 7 1 . 2 6 0 . 0 2 4 2 2 . 9 0 0 . 0 3 2 4 19 . 0 0 16 12 9 . 5 0 1 2 0 . 4 8 0 . 6 1 6 . 2 7 4 1 9 . 0 0 4 2 2 . 9 1 0 . 6 1 0 . 0 1 4 2 2 . 9 1 0 . 0 1 3 42 1 . 8 7 Pi p e H G L G r n d / R i m C o v e r V e l o c i t y V e l o c i t y E G L S f S f En e r g y J - L o s s M i n o r No . U p E l e v . U p U p U p H e a d U p U p U p A v g . L o s s C o e f f L o s s (f t ) (f t ) (f t ) (f t / s ) (f t ) (f t ) (% ) (% ) (f t ) (f t ) 1 41 8 . 0 1 j 4 2 4 . 1 6 5 . 1 6 5 . 0 6 0 . 4 0 4 1 8 . 4 0 0 . 4 9 1 0 . 3 0 8 0 . 2 3 2 1 . 0 0 z n / a 2 41 8 . 8 2 4 2 5 . 2 1 6 . 0 1 2 . 9 3 0 . 1 3 4 1 8 . 9 6 0 . 1 2 8 0 . 1 2 8 0 . 2 0 0 1 0 . 1 3 3 42 0 . 2 2 4 2 4 . 4 4 5 . 4 8 4 . 5 3 0 . 3 2 4 2 0 . 5 4 0 . 5 8 0 0 . 5 8 1 1 . 2 6 9 0 . 9 9 0 . 32 4 42 1 . 0 3 4 2 5 . 3 3 6 . 1 9 4 . 0 3 0 . 2 5 4 2 1 . 2 8 0 . 3 2 9 0 . 3 2 9 0 . 4 8 8 0 . 1 5 0 . 04 5 42 2 . 0 1 4 2 4 . 4 0 4 . 9 0 4 . 0 3 0 . 2 5 4 2 2 . 2 7 0 . 3 2 9 0 . 3 2 9 0 . 9 4 9 0 . 1 5 0 . 04 6 42 2 . 3 0 4 2 5 . 0 0 5 . 3 8 3 . 3 0 0 . 1 7 4 2 2 . 4 7 0 . 2 2 1 0 . 2 2 1 0 . 2 4 7 1 0 . 1 7 7 42 2 . 5 4 4 2 4 . 5 6 4 . 8 1 1 . 7 2 0 . 0 5 4 2 2 . 5 8 0 . 0 6 0 0 . 0 6 0 0 . 0 7 0 0 . 1 5 0 . 01 8 42 2 . 5 8 4 2 5 . 0 5 5 . 2 2 1 . 5 6 0 . 0 4 4 2 2 . 6 2 0 . 0 4 9 0 . 0 4 9 0 . 0 3 3 0 . 9 9 0 . 04 9 42 2 . 7 2 4 2 5 . 7 0 3 . 2 8 1 . 5 8 0 . 0 4 4 2 2 . 7 5 0 . 1 4 8 0 . 1 4 9 0 . 0 9 9 1 0 . 0 4 10 42 2 . 7 0 4 2 4 . 5 0 3 . 1 6 2 . 5 5 0 . 1 0 4 2 2 . 8 0 0 . 1 3 2 0 . 1 3 2 0 . 2 2 8 1 0 . 1 0 11 42 2 . 8 3 4 2 4 . 1 3 2 . 7 6 2 . 5 5 0 . 1 0 4 2 2 . 9 3 0 . 1 3 2 0 . 1 3 2 0 . 0 2 9 1 0 . 1 0 12 42 2 . 6 9 4 2 3 . 7 5 3 . 7 0 1 . 4 7 0 . 0 3 4 2 2 . 7 3 0 . 0 4 4 0 . 0 4 4 0 . 0 7 7 1 0 . 0 3 13 42 2 . 7 4 4 2 3 . 4 4 3 . 3 4 1 . 3 6 0 . 0 3 4 2 2 . 7 7 0 . 0 3 8 0 . 0 3 8 0 . 0 1 6 0 . 1 6 0 . 00 14 42 2 . 8 4 4 2 4 . 3 0 3 . 9 7 1 . 4 5 0 . 0 3 4 2 2 . 8 7 0 . 0 4 3 0 . 0 4 3 0 . 0 9 0 1 0 . 0 3 15 42 2 . 9 0 4 2 3 . 5 0 3 . 0 0 1 . 2 6 0 . 0 2 4 2 2 . 9 3 0 . 0 3 2 0 . 0 3 2 0 . 0 3 1 0 . 1 6 0 . 00 16 42 2 . 9 2 4 2 5 . 6 7 2 . 8 0 0 . 6 1 0 . 0 1 4 2 2 . 9 3 0 . 0 1 3 0 . 0 1 3 0 . 0 1 7 1 0 . 0 1 No t e s : j- L i n e c o n t a i n s h y d . J u m p z- Z e r o J u n c t i o n L o s s PI P E 1 S U M P U p s t r e a m M H PI P E 2 D o w n s t r e a m M H U p s t r e a m M H PI P E 3 D o w n s t r e a m M H G r a t e I n l e t PI P E 4 G r a t e I n l e t U p s t r e a m M H PI P E 5 D o w n s t r e a m M H G r a t e I n l e t PI P E 6 G r a t e I n l e t U p s t r e a m M H PI P E 7 D o w n s t r e a m M H G r a t e I n l e t PI P E 8 G r a t e I n l e t U p s t r e a m M H PI P E 9 D o w n s t r e a m M H A r e a D r a i n PI P E 1 0 N o d e 2 U p s t r e a m M H PI P E 1 1 D o w n s t r e a m M H G r a t e I n l e t PI P E 1 2 N o d e 1 G r a t e I n l e t PI P E 1 3 D o w n s t r e a m G r a t e I n l e t U p s t r e a m G r a t e I n l e t PI P E 1 4 D o w n s t r e a m G r a t e I n l e t U p s t r e a m G r a t e I n l e t PI P E 1 5 PI P E 1 6 D o w n s t r e a m G r a t e I n l e t U p s t r e a m G r a t e I n l e t DRAINAGE EXHIBIT Transitional Care of Bakersfield BASIN SIZING CALCULATIONS Provided Sump Capacity Water Surface Elev =421.0 Lowest Inlet Elev (Exist.) = 422.5 16 (Per Tract 6013 -Phase 2 Storm Drain Plans)Proposed Bottom Basin Elev = 408.0 Depth from Design Water Surface =13.0 feet Abtm =Bottom Area of Sump 8,298 sq ft =0.19 acres 408.00 Amid =Half Depth Area of Sump 19,451 sq ft =0.447 acres 414.50 Atop =Area of Design Water Level 30,019 sq ft =0.69 acres 421.00 Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.19+1.788+0.69) x 13.0 = 1/6 x (2.667) x 13.0 Provided Sump Capacity =251,598 Cu. FT 5.78 AC-FT Required Sump Capacity TABLE OF RUNOFF COEFFICIENTS C x A = AREA ID AREA (SF)AREA (AC) R-1, 6000 SF 0.42 R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 (A4 to A9)956,277 21.95 7.46 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 Commercial 0.9 (A1 & A2)1,091,085 25.05 22.54 Industrial 0.8 Parks 0.15 School 0.6 (A3)615,816 14.14 8.48 Grasslands, Type A Soil 0.15 Grasslands, Type B Soil 0.25 Grasslands, Type C Soil 0.35 Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 Backyards 0.05 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 NOTE: Refer to Reference Section for Overall Watershed Exhibit n C x A =38.49 Total Total 2,663,178 Sq. Feet =Acres 61.14 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =5.77 AC-FT NOTE: SUMP TO BE CONSTRUCTED PER C.O.B. STANDARDS D-11, D-12, & D-13. NOTE: SUMP TO BE CONSTRUCTED PER C.O.B. STANDARDS D-11, D-12, & D-13. A SOIL’S ENGINEER IS REQUIRED TO BE ON-SITE DURING CONSTRUCTION OF THE SUMP AND MUST REVIEW THE SUMP CONSTRUCTION PROCESS. * * NOTE: SUMP TO BE CONSTRUCTED PER C.O.B. STANDARDS D-11, D-12, & D-13. CONTACT CITY WATER DEPT. AT (661) 326-3715 PRIOR TO ANY WORK TO BE PERFORMED WITHIN THE SUMP. A SOIL’S ENGINEER IS REQUIRED TO BE ON-SITE DURING CONSTRUCTION OF THE SUMP AND MUST REVIEW THE SUMP CONSTRUCTION PROCESS. * CONTACT CITY WATER DEPT. AT (661) 326-3715 PRIOR TO ANY WORK TO BE PERFORMED WITHIN THE SUMP. REFERENCE