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Home My WebLink AboutDrainage Study PM 12112 - RevisionParcel Map No. 12112DRAINAGE STUDY 2 Table of Contents 1.0 PURPOSE ...................................................................................................................3 2.0 GUIDELINES ...............................................................................................................3 3.0 DESIGN APPROACH .................................................................................................3 3.1 ANALYZES .................................................................................................................3 3.2 TRIBUTARY AREA .......................................................................................................4 4.0 CONCLUSION AND RECOMMENDATIONS .............................................................5 ..................................................................................................................back of report Soil Map ....................................................................................................back of report Time of Concentration Calculations ..........................................................back of report Inlet Sizing Calculations ............................................................................back of report Pipe Sizing Calculations & Profiles ...........................................................back of report Basin Exhibits ............................................................................................back of report Drainage Exhibits .......................................................................sleeve in back of report Reference ..................................................................................................back of report Reference ..................................................................................................back of report Parcel Map No. 12112 DRAINAGE STUDY ..4 Parcel Map No. 12112 DRAINAGE STUDY 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To delineated drainage areas tributary to the existing basin in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and discharge to City facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times of concentration (roof to gutter) are 10 minutes for Commercial Development. 2. Soil Group A is primarily located throughout the site: Granoso Loamy Sand, 0 to 2 % slopes Wasco Sandy Loam 3. The runoff coefficients used are: A. 0.15 - Park/Undeveloped Land B. 0.80 - R-3, R-4, M-H C. 0.90 - Commercial D. 0.95 - Pavement, drives, and roofs 3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 4. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. 3.0 DESIGN APPROACH The main objectives of this study is to verify the existing basin capacity and analyze future discharge volume from proposed development to determine if the existing sump can accept the entire volume. 3.1 ANALYZES In order to properly analyze the sump we have obtained the original design plans for the sump as well as plans for the town and country shopping center which shows changes to the sump at the time the center was constructed. A visual inspection of the sump made it apparent that the sump had been modified even after the town and county center construction. In order to get an accurate current capacity of the sump we have surveyed to sump. The survey shows the sump has not been maintained in several years and is full of vegetation, debris, and silt. In addition, it appears that at some point the sump was modified to relocate the access ramp from the south side of the sump to the north end of the sump. The design plans show a design water surface at 375.0, a bottom elevation of 367.0, and a volume of 5.58 acre feet (AF). The plans show the lowest catch basin having a flowline elevation of of 377.47 meaning that the water surface can be as high as 376.47. Based on our survey, the bottom of the sump is at elevation 363. The water surface for this sump can be 13.47-feet. Using this water surface elevation, the current available volume for the sump is 7.00 AF. Parcel Map No. 12112DRAINAGE STUDY 4 3.2 TRIBUTARY AREA The existing tributary area is shown in Existing Drainage Exhibit of this study. This area is slightly smaller than the tributary area shown on the exhibit provided by the City of Bakersfield (Refer to City Tributary Area Exhibit). The reason for the discrepancy is the following: The reason for the discrepancy is that the City Exhibit shows Fountain Plaza, located at the southeast corner of Coffee Road and Truxtun Avenue, discharging to this sump. o It actually discharges directly into the Kern River Canal based on the AS-built plans (Refer to Reference), and confirmed by aerial imagery available from Google Earth. This same exhibit shows the east side of Coffee Road, north of Truxtun Avenue, as well as the both travel ways of Truxtun Avenue discharging into this sump. o This area is actually collected by a storm drain system that discharges into a small sump at the northeast corner of Truxtun Ave and Coffee Road. The City Tributary Area Exhibit also shows the west side of Quailridge Road between Westfield Road and Quailwood Drive along with the homes fronting this side of the road discharge into this sump. o This portion of Quailridge Road actually drains northerly towards an existing cross gutter on Westfield Road. This cross gutter directs the runoff on the south half of Westfield Road towards an existing catch basin adjacent to Quailwood Elementary School. This catch basin discharges to an existing sump located in between Quailwood Park and Quailwood Elementary School. The City’s exhibit also shows the west side of Quailridge Road north of Westfield as part of the tributary area of this sump. o The portion of Quailridge Road between Desert Way and Westfield is intercepted by an existing cross gutter on the north side of Westfield Road. The runoff then travels easterly along the north side of Westfield Road and drains into a catch basin which ties into the Quailwood Park sump. 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: Parcel Map No. 12112 (Proposed Commercial Project) Town & Country Village (Existing Commercial) The Church of Jesus Christ of Latter-day Saints (Existing Commercial) Quail Park (Existing R-3, R-4, M-H) Quailwood Apartments (Existing R-3, R-4, M-H) Quailridge 17 (Existing R-3, R-4, M-H) Portions of Coffee Rd., Westfield Rd., and Stockdale Hwy. (Existing Pavement) The proposed Parcel Map No. 12112 contributing areas to the retention basin are mostly zoned commercial and a few portions designated as the pavement for Coffee Road and Stockdale Highway. The drainage areas were subdivided based on the proposed architectural layout of the project/site. A portion of the project will discharge via a parkway drain onto Coffee Road into an existing catch basin. This area has a smaller size and lower runoff coefficient than the existing tributary area to this catch basin. The revised tributary area included several parking, half of the proposed gas station, and an easterly segment of Coffee Road as shown in the Drainage Exhibit. The proposed improvements are part of the existing sump’s tributary area and will discharge to said sump via a new pipe and outlet. The required basin volume was calculated using the City of Bakersfield basin volume equation (V=0.15 x Ʃ (CxA)). The total contributing area equals 65.49 Parcel Map No. 12112 DRAINAGE STUDY Parcel Map No. 12112 DRAINAGE STUDY 5 acres; this acreage is divided into the areas as noted below. The coefficient values are provided for each area, and the calculations for the required and provided volumes are shown below. Area Acres Coefficient C x A Parcel Map No. 12112 14.53 0.90 13.08 R-3, R-4, M-H 19.55 0.80 15.64 Commercial 23.82 0.90 21.44 Pavement, drives & roofs 7.59 0.95 7.21 ALL TRIBUTRAY AREAS Ʃ(CXA) =57.37 TOTAL 65.49 VOLUME REQUIRED (AF) =8.60 . . Proposed Project Area with a composite runoff coefficient (Commercial & Pavement) * Assumed based on a plan provided by the City of Bakersfield 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The water surface for the sump was determined based on the lowest existing catch basin. The beginning HGL used was 6.87’ above the basin bottom of the existing sump and the proposed outlet structure. All the pipes which collect runoff from Coffee Road and Stockdale Highway were sized to be 18” RCP and 24” RCP. A flowage and drainage easement will be granted to the City for part of the drainage system that collects offsite runoff. The local on-site drainage system pipes range in size from 12” PVC to 18” PVC. The onsite catch basins and storm drain shall be maintained privately and the City of Bakersfield will not assume responsibility over the maintenance. The lowest catch basin is located on Westfield Road at the intersection with Desert Way. A flowline elevation of 347.47 for this catch basin is shown on the Approved Gosford Extension Sewer & Storm Drain Construction Plans. This would make the water surface elevation no more than 376.47. The grading process is still in the preliminary stages and exact grades are currently not available. However, the proposed on-site catch basins and grate inlets were sized to the maximum capacity based on the largest allowable discharge. Our survey shows a bottom of sump of 363. This indicates that the sump was deepened after the town and country improvements, maybe when the ramp was relocated to the north end of the sump. We proposed cleaning the bottom to a level elevation of 363, re-grading the south and east slope as well as re-grading the ramp to a 15% slope. The water depth will remain at 13.47 feet. With these minor modifications, our calculations show that the sump would have a volume of 8.77 AF. The required volume is 8.60 AF. The sump will have an excess capacity of 0.17 AF.363 13. 0 Parcel Map No. 12112 DRAINAGE STUDY 6 Vicinity Map Parcel Map No. 12112 SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/14/2016 Page 1 of 4 39 1 4 3 3 0 39 1 4 3 8 0 39 1 4 4 3 0 39 1 4 4 8 0 39 1 4 5 3 0 39 1 4 5 8 0 39 1 4 6 3 0 39 1 4 6 8 0 39 1 4 7 3 0 39 1 4 7 8 0 39 1 4 3 3 0 39 1 4 3 8 0 39 1 4 4 3 0 39 1 4 4 8 0 39 1 4 5 3 0 39 1 4 5 8 0 39 1 4 6 3 0 39 1 4 6 8 0 39 1 4 7 3 0 39 1 4 7 8 0 309870 309920 309970 310020 310070 310120 310170 309820 309870 309920 309970 310020 310070 310120 310170 35° 21' 30'' N 11 9 ° 5 ' 3 4 ' ' W 35° 21' 30'' N 11 9 ° 5 ' 2 0 ' ' W 35° 21' 14'' N 11 9 ° 5 ' 3 4 ' ' W 35° 21' 14'' N 11 9 ° 5 ' 2 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,310 if printed on A portrait (8.5" x 11") sheet. 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 1/14/2016 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 125 Granoso loamy sand, 0 to 2 percent slopes A 13.4 87.2% 243 Wasco sandy loam A 1.8 11.4% 257 Water 0.2 1.4% Totals for Area of Interest 15.4 100.0% 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 1/14/2016 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 1/14/2016 Page 4 of 4 TIME OF CONCENTRATION (Tc) CALCULATIONS 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:PARCEL MAP 12112: ON-SITE R-1, 6750 SF 0.4 DATE:Apr-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 Street V Trial Tc Roof to Tm Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. INPUT AREA 1 0.90 1.47 1.38 13.53 363 0.25% 1.83 60 1.71 13.53 10 3.53 4.07 AREA 2 0.90 1.57 0.60 11.70 157 0.25% 0.85 60 1.54 11.70 10 1.70 3.18 AREA 3 0.90 1.52 1.79 12.63 279 0.25% 2.45 60 1.77 12.63 10 2.63 4.34 AREA 4 0.95 1.68 1.40 10.00 910 0.25% 2.23 60 1.75 10.00 0 8.68 4.23 AREA 5 0.92 1.80 0.14 10.00 159 0.25% 0.23 60 1.10 10.00 0 2.41 1.93 AREA 6 0.90 1.63 0.45 10.86 77 0.25% 0.66 60 1.49 10.86 10 0.86 2.99 AREA 7 0.90 1.70 0.38 11.77 145 0.25% 0.58 60 1.37 11.77 10 1.77 2.83 AREA 8 0.90 1.58 0.55 11.53 140 0.25% 0.78 60 1.52 11.53 10 1.53 3.12 AREA 9 0.90 1.54 1.17 12.23 226 0.25% 1.62 60 1.69 12.23 10 2.23 3.96 AREA 10 0.90 1.51 0.80 12.74 261 0.25% 1.09 60 1.59 12.74 10 2.74 3.43 AREA 11 0.94 1.68 0.59 10.00 318 0.25% 0.93 60 1.55 10.00 0 3.41 3.26 AREA 12 0.92 1.80 0.21 10.00 156 0.25% 0.35 60 1.15 10.00 0 2.27 2.56 AREA 13 0.90 1.60 0.63 11.17 109 0.25% 0.91 60 1.55 11.17 10 1.17 3.24 AREA 14 0.90 1.56 0.80 11.88 180 0.25% 1.12 60 1.59 11.88 10 1.88 3.46 AREA 15 0.90 1.61 1.34 13.33 342 0.25% 1.94 60 1.71 13.33 10 3.33 4.05 AREA 16 0.90 1.57 1.30 11.65 170 0.25% 1.84 60 1.72 11.65 10 1.65 4.08 AREA 17 0.95 1.68 0.40 10.00 280 0.25% 0.64 60 1.46 10.00 0 3.19 2.96 AREA 18 0.90 1.56 0.96 11.77 174 0.25% 1.35 60 1.64 11.77 10 1.77 3.69 AREA 19 0.90 1.52 1.15 12.71 273 0.25% 1.57 60 1.68 12.71 10 2.71 3.91 OFF-SITE AREA 0.92 1.61 1.32 13.18 327 0.25% 1.96 60 1.71 13.18 10 3.18 4.06 Required Sump Capacity = 0.15 x C x A = 2.36 ac-ft C = 0.91 A= 17.36 acres Total Q =24.57 cfs Tc CALCULATIONS / INPUT PARCEL MAP 12112: ON-SITE Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SOIL MAP INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, May 19 2016 Max. Sizing for Grate Inlet 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) = 0.015 Slope, Sx (ft/ft) = 0.015 Local Depr (in) = -0- Gutter Width (ft) = 0.01 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.85 Highlighted Q Total (cfs) = 0.85 Q Capt (cfs) = 0.85 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.29 Efficiency (%) = 100 Gutter Spread (ft) = 16.36 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Mar 18 2016 Max. Sizing for Grate Inlet against Curb Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 1.50 Grate Width (ft) = 2.00 Grate Length (ft) = 2.00 Gutter Slope, Sw (ft/ft) = 0.005 Slope, Sx (ft/ft) = 0.005 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.00 Highlighted Q Total (cfs) = 2.00 Q Capt (cfs) = 2.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.83 Efficiency (%) = 100 Gutter Spread (ft) = 47.19 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Mar 18 2016 Max. Sizing for Grate Inlet Drop Grate Inlet Location = Sag Curb Length (ft) = -0- Throat Height (in) = -0- Grate Area (sqft) = 1.50 Grate Width (ft) = 2.00 Grate Length (ft) = 2.00 Gutter Slope, Sw (ft/ft) = 0.005 Slope, Sx (ft/ft) = 0.005 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.00 Highlighted Q Total (cfs) = 2.00 Q Capt (cfs) = 2.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.29 Efficiency (%) = 100 Gutter Spread (ft) = 78.25 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Mar 18 2016 Max. Sizing for an on-site catch basin Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.005 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.00 Highlighted Q Total (cfs) = 3.00 Q Capt (cfs) = 3.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.88 Efficiency (%) = 100 Gutter Spread (ft) = 33.40 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Mar 18 2016 Max. Sizing for Combination Inlet Combination Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = 1.50 Grate Width (ft) = 2.00 Grate Length (ft) = 2.00 Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.005 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.45 Highlighted Q Total (cfs) = 2.45 Q Capt (cfs) = 2.45 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.74 Efficiency (%) = 100 Gutter Spread (ft) = 31.20 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- PIPE SIZING CALCULATIONS AND PIPE PROFILES 10-YEAR STORM PM 1 2 1 1 2 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 1 8 4 . 5 9 2 4 1 2 . 6 3 4 . 0 2 7 . 4 5 3 6 3 . 2 5 3 6 9 . 8 7 4 . 0 2 0 . 2 5 3 7 0 . 1 2 0 . 3 12 3 6 3 . 4 5 2 2 2 0 . 8 3 2 4 1 1 . 9 1 3 . 7 9 1 1 . 2 9 3 6 6 . 1 0 3 7 0 . 6 7 3 . 7 9 0 . 2 2 3 7 0 . 9 0 0 . 27 8 3 6 6 . 6 5 3 1 8 4 . 4 3 2 4 1 2 . 0 6 3 . 8 4 1 1 . 3 0 3 6 6 . 6 5 3 7 1 . 3 5 3 . 8 4 0 . 2 3 3 7 1 . 5 8 0 . 28 5 3 6 7 . 1 1 4 1 1 6 . 9 1 2 4 1 1 . 1 6 3 . 5 5 1 1 . 2 6 3 6 7 . 1 1 3 7 2 . 1 0 3 . 5 5 0 . 2 0 3 7 2 . 2 9 0 . 24 3 3 6 7 . 4 0 5 1 2 7 . 4 6 2 4 8 . 8 7 2 . 8 2 2 8 . 0 5 3 6 7 . 4 0 3 7 2 . 5 8 2 . 8 2 0 . 1 2 3 7 2 . 7 0 0 . 1 54 3 6 9 . 3 6 6 1 6 0 . 8 8 1 8 7 . 7 0 4 . 3 6 1 3 . 2 0 3 6 9 . 3 6 3 7 2 . 9 0 4 . 3 6 0 . 3 0 3 7 3 . 1 9 0 . 5 38 3 7 1 . 9 0 7 6 9 . 1 0 1 8 7 . 1 3 4 . 1 8 1 3 . 2 5 3 7 1 . 9 0 3 7 4 . 0 6 4 . 0 4 0 . 2 5 3 7 4 . 3 1 0 . 4 6 1 3 7 3 . 0 0 8 1 0 6 . 9 7 1 8 4 . 4 1 3 . 5 3 1 5 . 6 5 3 7 3 . 0 0 3 7 4 . 6 1 2 . 5 0 0 . 1 0 3 7 4 . 7 1 0 . 1 26 3 7 4 . 7 0 9 2 0 3 . 1 2 1 8 1 . 8 0 3 . 7 0 1 4 . 3 1 3 7 4 . 7 0 3 7 5 . 5 1 1 . 8 7 0 . 4 8 3 7 5 . 9 8 0 . 0 00 3 7 7 . 4 0 10 2 1 . 8 6 1 8 1 . 8 3 4 . 8 6 1 1 . 8 7 3 7 7 . 4 0 3 7 7 . 8 0 4 . 8 6 0 . 3 7 3 7 8 . 1 7 0 . 0 00 3 7 7 . 6 0 11 1 3 7 . 1 3 1 2 0 . 8 5 2 . 6 8 4 . 1 0 3 7 4 . 7 0 3 7 5 . 5 1 1 . 2 5 0 . 2 6 3 7 5 . 7 7 0 . 0 00 3 7 6 . 0 0 12 1 7 7 . 4 7 1 8 2 . 4 1 2 . 5 6 1 1 . 1 5 3 7 3 . 0 0 3 7 4 . 6 1 1 . 3 7 0 . 0 3 3 7 4 . 6 4 0 . 05 3 3 7 5 . 0 0 13 2 5 . 8 9 1 8 2 . 2 3 3 . 8 9 9 . 2 3 3 7 5 . 0 0 3 7 5 . 5 9 3 . 4 8 0 . 2 9 3 7 5 . 8 7 0 . 0 0 0 3 7 5 . 2 0 14 1 3 6 . 2 3 1 2 0 . 6 6 1 . 8 3 6 . 2 5 3 7 3 . 0 0 3 7 4 . 6 1 0 . 8 4 0 . 0 1 3 7 4 . 6 3 0 . 0 24 3 7 6 . 0 0 15 1 5 4 . 6 1 1 8 3 . 1 7 4 . 9 2 9 . 7 3 3 7 1 . 6 3 3 7 2 . 2 2 4 . 9 2 0 . 3 8 3 7 2 . 6 0 0 . 0 00 3 7 2 . 5 8 16 4 8 . 9 9 1 8 2 . 0 9 3 . 8 1 9 . 7 1 3 7 2 . 5 8 3 7 3 . 1 7 3 . 2 4 0 . 3 0 3 7 3 . 4 7 0 . 0 0 0 3 7 2 . 8 8 17 2 4 4 . 6 6 1 8 1 . 8 1 4 . 0 0 9 . 7 2 3 7 2 . 8 8 3 7 3 . 3 5 3 . 7 9 0 . 2 7 3 7 3 . 6 3 0 . 0 00 3 7 4 . 3 8 18 2 6 . 4 3 1 8 1 . 8 4 3 . 1 3 6 . 3 9 3 7 4 . 3 8 3 7 4 . 9 3 3 . 1 2 0 . 1 5 3 7 5 . 0 8 0 . 2 6 5 3 7 4 . 4 5 19 2 6 4 . 5 6 1 8 1 . 8 8 3 . 5 9 9 . 7 4 3 7 2 . 5 8 3 7 3 . 1 7 2 . 9 2 0 . 2 8 3 7 3 . 4 5 0 . 0 00 3 7 4 . 2 1 20 5 9 2 . 0 6 1 8 1 . 1 2 2 . 6 6 6 . 2 5 3 7 4 . 2 1 3 7 4 . 6 6 2 . 5 4 0 . 1 0 3 7 4 . 7 6 0 . 2 19 3 7 5 . 7 1 21 5 1 . 8 1 1 8 0 . 7 8 2 . 5 3 6 . 6 8 3 7 4 . 1 5 3 7 4 . 5 0 2 . 5 3 0 . 1 0 3 7 4 . 6 0 0 . 2 8 9 3 7 4 . 3 0 22 2 0 . 0 1 1 2 0 . 6 4 3 . 0 2 2 . 9 8 3 7 4 . 0 0 3 7 4 . 3 1 3 . 0 2 0 . 1 4 3 7 4 . 4 6 0 . 0 0 0 3 7 4 . 1 0 23 1 7 1 . 5 6 1 8 2 . 9 3 4 . 2 7 8 . 2 5 3 7 2 . 3 5 3 7 2 . 9 7 4 . 2 7 0 . 2 8 3 7 3 . 2 5 0 . 0 00 3 7 3 . 4 1 24 8 . 6 4 1 8 2 . 1 3 3 . 9 1 1 0 . 7 2 3 7 3 . 4 1 3 7 4 . 0 3 3 . 1 0 0 . 3 5 3 7 4 . 3 7 0 . 0 0 0 3 7 3 . 5 0 25 4 0 . 0 0 1 8 1 . 8 9 3 . 8 0 8 . 3 0 3 7 3 . 5 0 3 7 3 . 9 9 3 . 8 0 0 . 2 2 3 7 4 . 2 1 0 . 0 0 0 3 7 3 . 7 5 26 2 2 . 4 9 1 8 1 . 0 9 3 . 0 9 1 1 . 0 7 3 7 3 . 7 5 3 7 4 . 2 4 2 . 1 9 0 . 2 5 3 7 4 . 4 8 0 . 0 00 3 7 4 . 0 0 27 1 0 . 1 4 1 2 1 . 6 2 4 . 9 9 4 . 1 8 3 7 3 . 1 5 3 7 3 . 5 8 4 . 9 9 0 . 3 9 3 7 3 . 9 7 0 . 0 0 0 3 7 3 . 2 5 28 7 5 . 3 7 1 2 1 . 3 5 3 . 1 7 2 . 4 2 3 7 3 . 0 0 3 7 3 . 5 3 3 . 1 7 0 . 1 6 3 7 3 . 6 9 0 . 3 3 1 3 7 3 . 2 5 29 1 7 . 1 9 1 2 1 . 5 7 1 . 9 9 6 . 4 2 3 6 9 . 1 0 3 7 0 . 6 7 1 . 9 9 0 . 0 6 3 7 0 . 7 3 0 . 1 3 8 3 6 9 . 5 0 PM 1 2 1 1 2 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 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 3 7 0 . 4 5 3 7 9 . 4 2 1 3 . 9 7 4 . 0 2 0 . 2 5 3 7 0 . 7 0 0 . 3 1 2 0 . 3 1 2 0 . 5 7 6 0 . 9 0 0. 2 3 2 3 7 1 . 2 9 3 7 9 . 9 4 1 1 . 2 9 3 . 7 9 0 . 2 2 3 7 1 . 5 1 0 . 2 7 8 0 . 2 7 8 0 . 6 1 3 0 . 3 1 0. 0 7 3 3 7 1 . 8 8 3 8 1 . 1 6 1 2 . 0 5 3 . 8 4 0 . 2 3 3 7 2 . 1 1 0 . 2 8 5 0 . 2 8 5 0 . 5 2 5 0 . 9 5 0. 2 2 4 3 7 2 . 3 8 3 8 1 . 0 3 1 1 . 6 3 3 . 5 5 0 . 2 0 3 7 2 . 5 8 0 . 2 4 3 0 . 2 4 3 0 . 2 8 5 1 . 0 0 0. 2 0 5 3 7 2 . 7 7 3 7 9 . 5 2 8 . 1 6 2 . 8 2 0 . 1 2 3 7 2 . 9 0 0 . 1 5 4 0 . 1 5 4 0 . 1 9 6 1 . 0 0 0 .1 2 6 3 7 3 . 7 6 3 8 0 . 7 0 7 . 3 0 4 . 3 6 0 . 3 0 3 7 4 . 0 6 0 . 5 3 7 0 . 5 3 8 0 . 8 6 5 1 . 0 0 0 .3 0 7 3 7 4 . 3 2 3 7 9 . 0 0 4 . 5 0 4 . 3 2 0 . 2 9 3 7 4 . 6 1 0 . 4 1 3 0 . 4 3 7 0 . 3 0 2 1 . 0 0 0 .2 9 8 3 7 5 . 5 1 j 3 7 9 . 0 0 2 . 8 0 4 . 5 7 0 . 3 2 3 7 5 . 8 3 0 . 3 9 9 0 . 2 6 3 0 . 2 8 1 1 . 0 0 z n / a 9 3 7 7 . 7 6 j 3 8 2 . 1 9 3 . 2 9 5 . 5 3 0 . 4 8 3 7 8 . 2 4 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 0 . 7 5 z n / a 10 3 7 8 . 0 0 3 8 2 . 0 9 2 . 9 9 4 . 8 6 0 . 3 7 3 7 8 . 3 7 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 0 0 z n / a 11 3 7 6 . 3 1 j 3 8 0 . 5 0 3 . 5 0 4 . 1 1 0 . 2 6 3 7 6 . 5 7 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 00 z n / a 12 3 7 5 . 5 9 j 3 7 9 . 2 8 2 . 7 8 3 . 7 6 0 . 2 2 3 7 5 . 8 1 0 . 5 0 3 0 . 2 7 8 0 . 4 9 3 0 . 99 z n / a 13 3 7 5 . 7 0 j 3 7 9 . 2 5 2 . 5 5 4 . 3 0 0 . 2 9 3 7 5 . 9 9 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 00 z n / a 14 3 7 6 . 3 4 j 3 8 0 . 2 9 3 . 2 9 2 . 8 2 0 . 1 2 3 7 6 . 4 6 0 . 4 0 5 0 . 2 1 5 0 . 2 9 2 1 . 00 z n / a 15 3 7 3 . 1 7 3 8 0 . 4 7 6 . 3 9 4 . 9 2 0 . 3 8 3 7 3 . 5 5 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 0 0 z n / a 16 3 7 3 . 3 5 j 3 7 9 . 1 9 4 . 8 1 4 . 3 8 0 . 3 0 3 7 3 . 6 5 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 00 z n / a 17 3 7 4 . 8 2 3 7 8 . 3 2 2 . 4 4 4 . 2 0 0 . 2 7 3 7 5 . 0 9 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 0 . 9 6 z n / a 18 3 7 5 . 0 0 3 7 8 . 5 9 2 . 6 4 3 . 1 3 0 . 1 5 3 7 5 . 1 5 0 . 2 6 7 0 . 2 6 6 0 . 0 7 0 1 . 0 0 0. 1 5 19 3 7 4 . 6 6 j 3 8 0 . 4 0 4 . 6 9 4 . 2 6 0 . 2 8 3 7 4 . 9 4 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 0 . 99 z n / a 20 3 7 6 . 1 3 3 8 0 . 2 0 2 . 9 9 2 . 7 8 0 . 1 2 3 7 6 . 2 5 0 . 2 8 2 0 . 2 5 0 1 . 4 8 2 1 . 0 0 0. 1 2 21 3 7 4 . 6 5 3 7 8 . 3 3 2 . 5 3 2 . 5 2 0 . 1 0 3 7 4 . 7 5 0 . 2 8 7 0 . 2 8 8 0 . 1 4 9 1 . 0 0 0. 1 0 22 3 7 4 . 4 1 3 7 7 . 9 6 2 . 8 6 3 . 0 2 0 . 1 4 3 7 4 . 5 6 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 0 0 z n / a 23 3 7 4 . 0 3 3 7 8 . 2 8 3 . 3 7 4 . 2 7 0 . 2 8 3 7 4 . 3 1 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 0 0 z n / a 24 3 7 3 . 9 5 j 3 7 8 . 0 5 3 . 0 5 4 . 7 2 0 . 3 5 3 7 4 . 3 0 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 0 . 15 z n / a 25 3 7 4 . 2 4 3 7 8 . 5 0 3 . 2 5 3 . 8 0 0 . 2 2 3 7 4 . 4 6 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 0 . 8 0 z n / a 26 3 7 4 . 3 2 j 3 7 8 . 8 5 3 . 3 5 3 . 9 8 0 . 2 5 3 7 4 . 5 6 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 00 z n / a 27 3 7 3 . 6 8 3 7 9 . 2 4 4 . 9 9 4 . 9 9 0 . 3 9 3 7 4 . 0 7 0 . 0 0 0 0 . 0 0 0 0 . 0 0 0 1 . 0 0 z n / a 28 3 7 3 . 7 8 3 8 1 . 5 5 7 . 3 0 3 . 1 7 0 . 1 6 3 7 3 . 9 4 0 . 3 3 2 0 . 3 3 2 0 . 2 5 0 1 . 0 0 0. 1 6 29 3 7 0 . 7 0 3 7 9 . 4 8 8 . 9 8 1 . 9 9 0 . 0 6 3 7 0 . 7 6 0 . 1 3 8 0 . 1 3 8 0 . 0 2 4 1 . 0 0 0. 0 6 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 PI P E 2 PI P E 3 PI P E 4 PI P E 5 PI P E 6 PI P E 7 PI P E 8 PI P E 9 PI P E 1 0 PI P E 1 1 PI P E 1 2 PI P E 1 3 PI P E 1 4 PI P E 1 5 PI P E 1 6 PI P E 1 7 PI P E 1 8 PI P E 1 9 PI P E 2 0 PI P E 2 1 PI P E 2 2 PI P E 2 3 PI P E 2 4 PI P E 2 5 PI P E 2 6 PI P E 2 7 PI P E 2 8 PI P E 2 9 BASIN EXHIBITS Parcel Map No. 12112 BASIN SIZING CALCULATIONS Westfield Road - Into Sump via Inlet Existing Provided Sump Capacity Freeboard (ft)=1 Lowest Allow Inlet Elev= 377.47 Water Surface Elev =376.47 Bottom Basin Elev = 363.00 Depth from Design Water Surface =13.47 feet Abtm =Bottom Area of Sump 2,704 sq ft =0.06 acres Amid =Half Depth Area of Sump 23,799 sq ft =0.55 acres Atop =Area of Design Water Level 37,983 sq ft =0.87 acres Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.06+2.21+0.89) x 11.47 = 1/6 x (3.16) x 13.74 Provided Sump Capacity =305,053 Cu. FT 7.00 AC-FT Required Sump Capacity - Existing Condition TABLE OF RUNOFF COEFFICIENTS EXISTING PROPOSED C x A = R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 19.55 15.64 Commercial 0.9 23.82 21.44 Industrial 0.8 Vacant/Undeveloped Land 0.15 14.53 2.18 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 7.59 7.21 Backyards 0.05 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =46.47 EXISTING Total 65.49 Acres 65.49 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =6.97 AC-FT Parcel Map No. 12112 BASIN SIZING CALCULATIONS Westfield Road - Into Sump via Inlet Proposed Sump Capacity Freeboard (ft)=1 Lowest Allow Inlet Elev= 377.47 Water Surface Elev =376.47 Bottom Basin Elev = 363.00 Depth from Design Water Surface =13.47 feet Abtm =Bottom Area of Sump 16,516 sq ft =0.38 acres Amid =Half Depth Area of Sump 27,564 sq ft =0.63 acres Atop =Area of Design Water Level 40,721 sq ft =0.93 acres Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.38+2.53+0.93) x 13.47 = 1/6 x (3.85) x 13.47 Provided Sump Capacity =376,022 Cu. FT 8.63 AC-FT Required Sump Capacity - Proposed Condition TABLE OF RUNOFF COEFFICIENTS EXISTING PROPOSED C x A = R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 19.55 15.64 Commercial 0.9 23.82 14.53 34.52 Industrial 0.8 Vacant/Undeveloped Land 0.15 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 4.76 2.83 7.21 Backyards 0.05 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =57.37 EXISTING PROPOSED Total 48.13 17.36 Acres 65.49 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =8.60 AC-FT N N N DRAINAGE EXHIBITS DRAINAGE EXHIBITS 18" CLASS III - RCP (1) NOTE: ONSITE CATCH BASINS AND STORM DRAIN SYSTEM SHALL BE MAINTAINED PRIVATELY AND THE CITY OF BAKERSFIELD WILL NOT ASSUME RESPONSIBILITY OVER THE MAINTENANCE. 1 1 1 1 / 4 / 1 6 R e p l a c e 1 8 " R C P w i t h 2 4 " R C P f o r P i p e 1 B N A R V I N -E D I S O N C A N A L TOWN & COUNTRY VILLAGE CHURCH QUAILWOOD APARTMENTS QUAIL PARK Q U A I L R I D G E 1 7 STOCKDALE HIGHWAY Q U A I L R I D G E R O A D WESTFIELD ROAD D E S E R E T W A Y CO F F E E R O A D PROJECT SITE T R U X T U N AV E N U E Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 1 inch = 400 feet ³SUBAREA NAME RUNOFF COEF. RUNOFF COEF. TOTA (DESCRIPTION) C AC TOWN & COUNTRY VILLAGE COMMERCIAL 0.9 2 CHURCH COMMERCIAL 0.9 3 QUAILWOOD APARTMENTS R-3 0.8 4 QUAIL PARK & QUAILRIDGE 17 R-3 0.8 1 PROJECT SITE COMMERCIAL 0.9 1 WESTERLY SIDE OF COFFEE ROAD PAVEMENT 0.95 3 EASTERLY SIDE OF COFFEE ROAD AT WESTFIELD ROAD PAVEMENT 0.95 1 FOUNTAIN PLAZA*COMMERCIAL 0.9 2 TRUXTUN AVENUE & EASTERLY SIDE OF COFFEE ROAD **PAVEMENT 0.95 4 *DRAINS DIRECTLY INTO THE ARVIN-EDISON CANAL 0.90 0.90 0.80 0.80 0.91 0.95 0.95 0.90 0.95 2.56 4.13 20.34 3.49 4.39 15.16 16.91 3.07 1.88 * * ** **DRAINS DIRECTLY INTO THE OFF-SITE SUMP AT THE NORTHEASTERLY INTERSCTION OF TRUXTUN AVENUE AND COFFEE ROAD * ** 17.3615.1616.91.07.88 1 inch = 400 feet ³ 1 inch = 400 feet ³SUBAREA NAME RUNOFF COEF.RUNOFF COEF.TOTAL AREA (DESCRIPTION)C (ACRES) AREAS TRIBUTARY TO EX. SUMP Quailwood Apartments R-3, R-4, M-H 0.8 3.85 Quail Park & Quailridge 17 R-3, R-4, M-H 0.8 15.70 Town & Country Village Commercial 0.9 20.34 Church of Jesus Christ of LDS Commercial 0.9 3.48 Project Site Vacant/Undeveloped Land 0.15 14.53 Westerly Side of Coffee Road Pavement, drives & roofs 0.95 3.00 Easterly Side of Coffee Road Pavement, drives & roofs 0.95 1.76 Stockdale Highway Pavement, drives & roofs 0.95 2.83 A R V I N -E D I S O N C A N A L TOWN & COUNTRY VILLAGE CHURCH QUAILWOOD APARTMENTS QUAIL PARK Q U A I L R I D G E 1 7 STOCKDALE HIGHWAY Q U A I L R I D G E R O A D WESTFIELD ROAD D E S E R E T W A Y CO F F E E R O A D PROJECT SITE T R U X T U N AV E N U E Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 1 inch = 400 feet ³SUBAREA NAME RUNOFF COEF. RUNOFF COEF. TOTA (DESCRIPTION) C AC TOWN & COUNTRY VILLAGE COMMERCIAL 0.9 2 CHURCH COMMERCIAL 0.9 3 QUAILWOOD APARTMENTS R-3 0.8 4 QUAIL PARK & QUAILRIDGE 17 R-3 0.8 1 PROJECT SITE COMMERCIAL 0.9 1 WESTERLY SIDE OF COFFEE ROAD PAVEMENT 0.95 3 EASTERLY SIDE OF COFFEE ROAD AT WESTFIELD ROAD PAVEMENT 0.95 1 FOUNTAIN PLAZA*COMMERCIAL 0.9 2 TRUXTUN AVENUE & EASTERLY SIDE OF COFFEE ROAD **PAVEMENT 0.95 4 *DRAINS DIRECTLY INTO THE ARVIN-EDISON CANAL 0.90 0.90 0.80 0.80 0.91 0.95 0.95 0.90 0.95 2.56 4.13 20.34 3.49 4.39 15.16 16.91 3.07 1.88 * * ** **DRAINS DIRECTLY INTO THE OFF-SITE SUMP AT THE NORTHEASTERLY INTERSCTION OF TRUXTUN AVENUE AND COFFEE ROAD * ** 17.3615.1616.91.07.88 1 inch = 400 feet ³ 1 inch = 400 feet ³0.9 1 1 1 1 1 0.9 1 1 1 SUBAREA NAME RUNOFF COEF.RUNOFF COEF.TOTAL AREA (DESCRIPTION)C (ACRES) AREAS TRIBUTARY TO EX. SUMP Quailwood Apartments R-3, R-4, M-H 0.8 3.85 Quail Park & Quailridge 17 R-3, R-4, M-H 0.8 15.7 Town & Country Village Commercial 0.9 20.34 Church of Jesus Christ of LDS Commercial 0.9 3.48 Project Site Commercial 0.9 14.53 Westerly Side of Coffee Road Pavement, drives & roofs 0.95 3 Easterly Side of Coffee Road Pavement, drives & roofs 0.95 1.76 Stockdale Highway Pavement, drives & roofs 0.95 2.83 REFERENCE