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Home My WebLink About4901 Ashe Road - Drainage StudyDIRECTV Uplink Facility – Phase 2 DRAINAGE STUDY 2 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 Sump Exhibit ............................................................................................ back of report Drainage Exhibit.........................................................................sleeve in back of report DIRECTV Uplink Facility – Phase 2DRAINAGE STUDY 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 disposal facilities for the Directv Uplink Facility – Phase 2. 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. The soil group was obtained from the US Department of Agriculture Soils Survey. Soil groups for this site are types: A.127 - Cajon sandy loam, overblown, 0 to 2 percent slopes (approx. 32% of project) B. C.179 - Kimberlina fine sandy loam, saline-alkali, 0 to 2 percent slopes (approx. 1% of project) 3. The runoff coefficients used are: 0.15 - Landscaping/Gravel Area 0.90 - Commercial 4. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 5. 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 contributing areas to the sump are mainly paved areas for commercial use but part of the site is crushed gravel and landscaping. Therefore a composite runoff coefficient was used to accurately model the proposed improvements. This study does not included calculations for any area outside of Phase 2 since it will remain undeveloped and is not a part of this project. The current topography of this land is flat and drainage will pond within boundaries of the phase. The project area for these improvements is dictated by the existing Phase 1 facility and the adjacent canals. The phase is bounded to the east by Phase 1, to the north by undeveloped land, to the south by Stine Canal, and to the west by the Arvin-Edison Canal. Phase 2 consists chiefly of two drainage systems contributing to the sump located at the southwesterly corner of the phase. Discharge from the south and east of the Uplink Facility will drain into 2x2 Christy Boxes, Inlets 1, 2, & 3, on the easterly side of the Uplink Facility. The building has roof drains which tie into the drainage system at Nodes A & B, as shown on the Drainage Exhibit. This drainage system runs along the southern drive aisle which ultimately discharges at the southeasterly corner of the sump. The areas west of the Uplink Facility will drain into two 2x2 Christy Boxes as part of a separate drainage system. Inlet #4 will capture the proposed runoff from the westerly drive aisle while act as a confluence point for the other two inlets. Inlet #5 will handle drainage area around the fueling tanks and generators. The gravel area C.179 - Kimberlina fine sandy loam, saline-alkali, 0 to 2 percent slopes (approx. 1% of project) 3. The runoff coefficients used are: 0.15 - Landscaping/Gravel Area 0.90 - Commercial 4. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 5. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. DIRECTV Uplink Facility – Phase 2 DRAINAGE STUDY DIRECTV Uplink Facility – Phase 2 DRAINAGE STUDY 4 for the antenna pads, located north of the building, drains into Inlet #6 which ties directly into Inlet #4. This drainage system drains at the northeasterly corner of the sump via an 8” PVC pipe. The required sump volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing area equals 2.74 acres; this acreage is divided into the areas as noted above. The weighted coefficient values are provided for each area, and the calculations for the required and provided volumes are shown below and on the Basin Exhibit. Area Acres Runoff Coefficient C x A Landscaping/Gravel Area 1.28 0.15 0.20 Commercial 1.46 0.90 1.31 Ʃ(CXA) =1.51 TOTAL AREA (AC) =2.74 TOTAL AREA (AF) =0.23 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 1.75’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 8” PVC with the HGL not less than 0.5’ below the proposed grade of any manhole and inlet. The main objectives of this study were to design economical sump and meet the design standards set by the City of Bakersfield. The Drainage Exhibit, part of this study, shows the designed sump location and drainage patterns. Sump will have a design water depth of 3.5’ and will be able to store the required volume of 0.23 AF with a total capacity of 0.27 AF. This sump will have 2:1 side slopes and a 12’ road around the perimeter for maintenance purposes. It will also be privately maintained and operated by the owner. DIRECTV Uplink Facility – Phase 2 DRAINAGE STUDY 5 Vicinity Map DIRECTV UPLINK FACILITY NOT TO SCALE N SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2016 Page 1 of 4 39 0 9 2 1 0 39 0 9 2 6 0 39 0 9 3 1 0 39 0 9 3 6 0 39 0 9 4 1 0 39 0 9 4 6 0 39 0 9 5 1 0 39 0 9 2 1 0 39 0 9 2 6 0 39 0 9 3 1 0 39 0 9 3 6 0 39 0 9 4 1 0 39 0 9 4 6 0 39 0 9 5 1 0 310930 310980 311030 311080 311130 311180 311230 311280 311330 311380 311430 310930 310980 311030 311080 311130 311180 311230 311280 311330 311380 311430 35° 18' 40'' N 11 9 ° 4 ' 4 7 ' ' W 35° 18' 40'' N 11 9 ° 4 ' 2 6 ' ' W 35° 18' 29'' N 11 9 ° 4 ' 4 7 ' ' W 35° 18' 29'' N 11 9 ° 4 ' 2 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0100200400600Feet 03570140210Meters Map Scale: 1:2,400 if printed on A landscape (11" x 8.5") 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 3/4/2016 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 127 Granoso sandy loam, 0 to 2 percent slopes, overwash A 6.7 45.2% 179 Kimberlina fine sandy loam, saline-sodic, 0 to 2 percent slopes C 8.1 54.8% Totals for Area of Interest 14.8 100.0% 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 3/4/2016 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 3/4/2016 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 SF0.42 JOB TITLE:PHASE 2 - DIRECTV LOS ANGELES DIVERSE FACILITYR-1, 6750 SF0.40 DATE:Mar-16 R-1, 7500 SF0.38 R-1, 10000 SF0.34 Rational Values:R-1, 15000 SF0.27 Event:10YEAR Values: 5, 10, 50R-3, R-4, M-H0.80 M.A.P.6in./yr. Values: 6, 10, 15, 20, 25, 30Commercial0.90 Industrial 0.80 Curve Values Parks 0.15 a:2.38I=a+bTc (Tc<20min.)Grasslands, Type A Soil0.15 b:-0.058 Grasslands, Type B Soil0.25 P60:0.550I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil0.35 K1:40.00 (Tc>=20min.)Grasslands, Type D Soil0.45 Pavement, drives & roofs0.95 Backyards 0.05 Lawn-landscape 2% slope0.100.17 Lawn-landscape 2-7% slope0.150.22 Lawn-landscape 7% slope0.200.35 SUBAREACIArslt TcLdHSgQStreetVTrial TcRoof toTmDCurb NAMERunoff Intensity TotalTimeLengthElev.GutterFlowTypeVel.MIN.GutterTravelPipeCap Coef.IN/HRAreaConc.FeetDiff.SlopeCFSFPSTimeTimeDia.In AC.MIN.FeetFt/Ft MIN.MIN.In. AREA 1 0.23 1.800.09 10.00 1031.751.70%0.04602.2710.000 0.760.22 AREA 2 0.86 1.800.17 10.00 1821.460.80%0.26601.9710.000 1.541.68 AREA 3 0.56 1.800.85 10.00 2521.850.73%0.86601.9310.000 2.182.81 AREA 4 0.90 1.770.07 10.51 600.601.00%0.11601.9710.5110 0.510.71 AREA 5 0.90 1.770.07 10.51 600.601.00%0.11601.9710.5110 0.510.71 AREA 6 0.38 1.691.00 11.91 2001.300.65%0.64601.7411.9110 1.912.51 AREA 7 0.90 1.800.22 10.00 1290.590.46%0.36601.5010.000 1.432.13 AREA 8 0.57 1.800.27 10.00 2371.160.49%0.28601.4510.000 2.721.89 Required Sump Capacity = 0.15 x C x A =0.23ac-ft C =0.55A=2.74acres Tc CALCULATIONS PHASE 2 - DIRECTV LOS ANGELES DIVERSE FACILITY `` Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc (INPUT) INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Mar 4 2016 Inlet No. 1 - Drainage Area 1 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)= 0.006 Slope, Sx (ft/ft)= 0.006 Local Depr (in)= -0- Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.04 Highlighted Q Total (cfs)= 0.04 Q Capt (cfs)= 0.04 Q Bypass (cfs)= -0- Depth at Inlet (in)= 0.14 Efficiency (%)= 100 Gutter Spread (ft)= 5.86 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.Monday, Mar 28 2016 Inlet No. 2 - Drainage Area 2 Crate 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)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.26 Highlighted Q Total (cfs)= 0.26 Q Capt (cfs)= 0.26 Q Bypass (cfs)= -0- Depth at Inlet (in)= 2.95 Efficiency (%)= 100 Gutter Spread (ft)= 2.47 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.Monday, Mar 28 2016 Inlet No. 3 - Drainage Area 3 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)= 0.083 Slope, Sx (ft/ft)= 0.020 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.86 Highlighted Q Total (cfs)= 0.86 Q Capt (cfs)= 0.86 Q Bypass (cfs)= -0- Depth at Inlet (in)= 4.57 Efficiency (%)= 100 Gutter Spread (ft)= 4.43 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.Monday, Mar 28 2016 Inlet No. 6 - Drainage Area 6 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)= 0.64 Highlighted Q Total (cfs)= 0.64 Q Capt (cfs)= 0.64 Q Bypass (cfs)= -0- Depth at Inlet (in)= 1.07 Efficiency (%)= 100 Gutter Spread (ft)= 37.66 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.Monday, Mar 28 2016 Inlet No. 5 - Drainage Area 7 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)= 0.33 Highlighted Q Total (cfs)= 0.33 Q Capt (cfs)= 0.33 Q Bypass (cfs)= -0- Depth at Inlet (in)= 0.69 Efficiency (%)= 100 Gutter Spread (ft)= 24.92 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.Monday, Mar 28 2016 Inlet No. 4 - Drainage Area 8 Crate 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)= 0.020 Slope, Sx (ft/ft)= 0.083 Local Depr (in)= 2.00 Gutter Width (ft)= 2.00 Gutter Slope (%)= -0- Gutter n-value= -0- Calculations Compute by:Known Q Q (cfs)= 0.28 Highlighted Q Total (cfs)= 0.28 Q Capt (cfs)= 0.28 Q Bypass (cfs)= -0- Depth at Inlet (in)= 3.09 Efficiency (%)= 100 Gutter Spread (ft)= 2.57 Gutter Vel (ft/s)= -0- Bypass Spread (ft)= -0- Bypass Depth (in)= -0- 2.57 HYDRAULIC CALCULATIONS AND PIPE PROFILES 10-YEAR STORM PH A S E 2 - D I R E C T V L O S A N G E L E S D I V E R S E F A C I L I T Y 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 Sf 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 H e ad D o w n D o 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 37 . 3 4 8 1 . 0 6 3 . 0 4 1 . 8 7 3 6 1 . 9 2 3 6 3 . 2 5 3 . 0 4 0 . 1 4 3 6 3 . 3 9 0 . 5 5 2 3 6 2. 5 6 2 16 6 . 0 7 8 1 . 1 0 3 . 1 5 0 . 7 1 3 6 2 . 5 6 3 6 3 . 5 7 3 . 1 5 0 . 1 5 3 6 3 . 7 3 0 . 5 9 4 3 62 . 9 7 3 51 . 4 1 8 1 . 0 3 2 . 9 5 0 . 7 2 3 6 2 . 9 7 3 6 4 . 7 1 2 . 9 5 0 . 1 4 3 6 4 . 8 5 0 . 5 2 1 3 6 3. 1 0 4 53 . 9 6 8 0 . 9 5 2 . 7 2 0 . 7 3 3 6 3 . 1 0 3 6 5 . 1 2 2 . 7 2 0 . 1 2 3 6 5 . 2 3 0 . 4 4 3 3 6 3. 2 4 5 81 . 2 3 8 0 . 2 6 0 . 7 4 0 . 7 1 3 6 3 . 2 4 3 6 5 . 4 7 0 . 7 4 0 . 0 1 3 6 5 . 4 8 0 . 0 3 3 3 6 3. 4 4 6 24 . 8 5 8 0 . 0 4 0 . 1 1 0 . 7 0 3 6 3 . 4 4 3 6 5 . 5 0 0 . 1 1 0 3 6 5 . 5 0 . 0 0 1 3 6 3 . 5 0 7 33 . 3 1 8 0 . 1 1 0 . 3 2 1 . 4 2 3 6 3 . 1 0 3 6 5 . 1 2 0 . 3 2 0 3 6 5 . 1 2 0 . 0 0 6 3 6 3 . 4 3 8 29 . 0 4 8 0 . 1 1 0 . 3 2 1 . 4 3 3 6 2 . 9 7 3 6 4 . 7 1 0 . 3 2 0 3 6 4 . 7 1 0 . 0 0 6 3 6 3 . 2 6 9 64 . 9 6 8 1 . 1 4 3 . 2 7 1 . 0 9 3 6 1 . 9 2 3 6 3 . 2 5 3 . 2 7 0 . 1 7 3 6 3 . 4 2 0 . 6 3 8 3 6 2. 3 0 10 51 . 1 0 8 0 . 3 6 1 . 0 3 0 . 7 2 3 6 2 . 3 0 3 6 3 . 7 8 1 . 0 3 0 . 0 2 3 6 3 . 7 9 0 . 0 6 4 3 6 2. 4 3 11 89 . 3 8 8 0 . 6 4 1 . 8 3 1 . 2 6 3 6 2 . 3 0 3 6 3 . 7 8 1 . 8 3 0 . 0 5 3 6 3 . 8 3 0 . 2 0 1 3 6 3. 0 0 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 Sf Sf 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 36 3 . 4 6 3 6 7 . 1 0 3 . 8 7 3 . 0 4 0 . 1 4 3 6 3 . 6 0 0 . 5 5 2 0 . 5 5 2 0 . 2 0 6 0 . 8 0 . 1 1 2 36 4 . 5 6 3 6 6 . 6 7 3 . 0 3 3 . 1 5 0 . 1 5 3 6 4 . 7 1 0 . 5 9 4 0 . 5 9 4 0 . 9 8 7 1 0 . 1 5 3 36 4 . 9 8 3 6 6 . 3 3 2 . 5 6 2 . 9 5 0 . 1 4 3 6 5 . 1 2 0 . 5 2 1 0 . 5 2 1 0 . 2 6 8 1 0 . 1 4 4 36 5 . 3 5 3 6 6 . 0 0 2 . 0 9 2 . 7 2 0 . 1 2 3 6 5 . 4 7 0 . 4 4 3 0 . 4 4 3 0 . 2 3 9 0 . 9 9 0 . 11 5 36 5 . 5 0 3 6 7 . 0 0 2 . 8 9 0 . 7 4 0 . 0 1 3 6 5 . 5 0 0 . 0 3 3 0 . 0 3 3 0 . 0 2 7 0 . 5 3 0 6 36 5 . 5 0 3 6 6 . 0 0 1 . 8 3 0 . 1 1 0 . 0 0 3 6 5 . 5 0 0 . 0 0 1 0 . 0 0 1 0 . 0 0 0 1 0 7 36 5 . 1 2 3 6 7 . 5 0 3 . 4 0 0 . 3 2 0 . 0 0 3 6 5 . 1 2 0 . 0 0 6 0 . 0 0 6 0 . 0 0 2 1 0 8 36 4 . 7 1 3 6 7 . 5 0 3 . 5 7 0 . 3 2 0 . 0 0 3 6 4 . 7 2 0 . 0 0 6 0 . 0 0 6 0 . 0 0 2 1 0 9 36 3 . 6 6 3 6 7 . 2 0 4 . 2 3 3 . 2 7 0 . 1 7 3 6 3 . 8 3 0 . 6 3 8 0 . 6 3 8 0 . 4 1 4 0 . 6 8 0 . 11 10 36 3 . 8 1 3 6 6 . 4 6 3 . 3 6 1 . 0 3 0 . 0 2 3 6 3 . 8 3 0 . 0 6 4 0 . 0 6 4 0 . 0 3 3 1 0 . 0 2 11 36 3 . 9 6 3 6 6 . 0 0 2 . 3 3 1 . 8 3 0 . 0 5 3 6 4 . 0 1 0 . 2 0 1 0 . 2 0 1 0 . 1 8 0 1 0 . 0 5 PI P E 1 SUMP MH-1 PI P E 2 MH #1 NODE B PI P E 3 NODE B NODE A PI P E 4 NODE A INLET #3 PI P E 5 INLET #3 INLET #2 PI P E 6 INLET #2 INLET #1 PI P E 7 NODE A ROOF DRAIN PI P E 8 PI P E 9 SUMP INLET #4 PI P E 1 0 INLET #4 INLET #5 PI P E 1 1 INLET #4 INLET #6 SUMP EXHIBIT PHASE 2 - DIRECTV LOS ANGELES DIVERSE FACILITY BASIN SIZING CALCULATIONS 1 366.0 365.0 361.5 3.5 feet Abtm =2,339sq ft=0.05acres Amid =3,317sq ft=0.08acres Atop =4,393sq ft=0.10acres Provided Sump Capacity =11,667 Cu. FT 0.27 AC-FT TABLE OF RUNOFF COEFFICIENTS C x A = R-1, 6000 SF0.42 R-1, 6750 SF0.4 R-1, 7500 SF0.38 R-1, 10000 SF0.34 R-1, 15000 SF0.27 R-2 0.55 R-3, R-4, M-H0.8 Commercial0.9 1.46 1.31 Industrial0.8 Landscaping0.15 1.28 0.19 Grasslands, Type A Soil0.15 Grasslands, Type B Soil0.25 Grasslands, Type C Soil0.35 Grasslands, Type D Soil0.45 Pavement, drives & roofs0.95 Backyards0.05 Lawn-landscape 2% slope0.17 Lawn-landscape 2-7% slope0.22 Lawn-landscape 7% slope0.35 n C x A =1.51 Total Acres 2.74 Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =0.23AC-FT 0.04AC-FTAC-FT Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Total Difference of Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.05+0.30+0.10) x 3.5 = 1/6 x (0.46) x 3.5 Required Sump Capacity DRAINAGE EXHIBIT