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Home My WebLink About12500 Stockdale Hwy - 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 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. 3. To provide adequate pipe sizes to accommodate future commercial developments tributary to the existing sump, south of Tracts 6250 & 6281. 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 site is approximately 100% in Soil Group A - Granoso sandy loam, 0 to 2 percent slopes, overwash. 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 are: A. 0.90 - Commercial B. 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 contributing areas to the retention basin are all zoned commercial and therefore were modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the existing and proposed main lines leading from Allen Road to the retention basin. The project area for the storm drain improvements are dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Allen Road, to the north by Tracts 6250 & 6281, to the south by Stockdale Highway and to the west by Jewetta Avenue that takes storm drain runoff into the Basin Drainage Area. (Refer to Drainage Exhibit) An Approved Drainage Study for Tracts 6250 & 6281 has accounted for this drainage area however several of the parameters will be amended such as the drainage boundary, addition of a storm drain system, and updated runoff coefficients.Stockdale Highway and part of Allen Road (Areas 6, 7, & 8) will discharge all of its runoff into existing two catch basins (Ex. CB #1 & ex. CB #2). These inlets, located at the intersection of Stockdale Highway and Allen Road, are part of a small drainage system discharging into a temporary sump. The proposed storm drain improvements will included this small drainage system as part of the overall pipe network. The entire drainage system will be modeled to size the pipe that outlets into the sump (Pipe V) and the backbone of this system (Pipe 10, Pipe O, and Pipe J). Drainage Areas 1A through 5 and 11 through 15 will be future improvements zoned for commercial development (0.9 runoff coefficient). The future and proposed onsite buildings will discharge into the storm drain system via roof drains thus a 10 minute roof to gutter time was applied to these areas (Area A, I, O and 4 K). The pipe collecting and conveying street runoff will be RCP material with the remaining onsite pipes as PVC. 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. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined based the 5-year storm event. The existing retention basin on the north of the project, in Tract 6281, will handle all of the discharge from site. The required basin capacity for this commercial area, based on the Approved Drainage Study for Tract 6250 & 6281, is 4.21 acre-feet (AF) but allotted only 31.21 acres using 0.90 runoff coefficient. The updated area for the proposed project is 32.55 acres uses an average runoff coefficient of 0.91 which requires a basin capacity of 4.43 acre-feet (AF). The required basin volume was calculated using the City of Bakersfield basin volume equation (V=0.15 x Ʃ (CxA)). This basin will not be altered or expanded since the calculations are part of the Approved Drainage Study for Tract 6250 & 6281. The total contributing areas equal 32.55 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 and on the Hydrology Calculations. Area Acres Coefficient C x A EAGLE OAKS SPECIALTY CARE CENTER Commercial 27.78 0.90 25.00 Allen Road and Stockdale Highway 4.77 0.95 4.53 EAGLE OAKS SPECIALTY CARE CENTER Ʃ(CXA) =29.53 TOTAL (AC)32.55 VOLUME REQUIRED (AF) =4.43 * 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 entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of concentrations in a 10-year event. The flows from the 10-year event were calculated and routed. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was established to based off of the Approved Drainage Study for Tract 6250 & 6281, which is 4.0 feet above the basin bottom at the outlet structure. All the pipes in this system were sized to be 8” PVC, 12” PVC, 18” RCP, 24” RCP and 30” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. 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. The existing basin will maintain a total water depth of 8.0’ with a minimum of 1’ of freeboard. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2016 Page 1 of 4 39 1 4 2 0 0 39 1 4 3 0 0 39 1 4 4 0 0 39 1 4 5 0 0 39 1 4 6 0 0 39 1 4 7 0 0 39 1 4 8 0 0 39 1 4 2 0 0 39 1 4 3 0 0 39 1 4 4 0 0 39 1 4 5 0 0 39 1 4 6 0 0 39 1 4 7 0 0 39 1 4 8 0 0 305000 305100 305200 305300 305400 305500 305600 305700 305800 305900 305000 305100 305200 305300 305400 305500 305600 305700 305800 305900 35° 21' 27'' N 11 9 ° 8 ' 4 7 ' ' W 35° 21' 27'' N 11 9 ° 8 ' 6 ' ' W 35° 21' 6'' N 11 9 ° 8 ' 4 7 ' ' W 35° 21' 6'' N 11 9 ° 8 ' 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,680 if printed on A landscape (11" x 8.5") sheet. Warning: Soil Map may not be valid at this scale.12500 Stockdale Highway, Bakersfield, CA 93314 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 11/3/2016 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 0.5 1.6% 243 Wasco sandy loam A 30.1 98.4% Totals for Area of Interest 30.6 100.0% 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. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2016 Page 3 of 4 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 11/3/2016 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:Valley Children's Medical Center 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 Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef.IN/HR Area Conc.Feet Diff.Slope CFS FPS Time Time Dia.In AC.MIN.Feet Ft/Ft MIN.MIN.In. Area 1A 0.90 1.64 1.00 12.68 300 1.00 0.33% 1.48 60 1.87 12.68 10 2.68 3.47 PIPE 2 320 0.84 6.37 18 19.05 Area 1B 0.90 1.59 2.51 13.62 400 1.00 0.25% 3.59 60 1.84 13.62 10 3.62 4.72 PIPE 24 0.90 1.27 3.51 297 4.02 2.28 19.05 2.17 18 21.22 Area 2 0.90 1.57 3.07 13.94 450 1.00 0.22% 4.34 60 1.90 13.94 10 3.94 5.02 PIPE 25 0.90 1.17 6.58 198 6.91 3.91 21.22 0.84 18 22.06 Area 3 0.90 1.58 1.87 13.77 400 1.00 0.25% 2.66 60 1.77 13.77 10 3.77 4.34 Area 4 0.90 1.58 1.91 13.76 400 1.00 0.25% 2.72 60 1.77 13.76 10 3.76 4.37 PIPE 1 0.90 1.13 10.36 343 10.58 3.37 22.06 1.70 24 23.76 Area A 0.90 1.80 0.40 10.00 1 0.01 2.00% 0.65 60 2.76 10.00 10 0.00 2.22 PIPE A 103 1.86 0.93 8 10.93 Area B 0.90 1.80 0.24 10.00 110 2.20 2.00% 0.39 60 2.40 10.00 0 0.77 1.91 PIPE B 0.90 1.75 0.64 63 1.01 1.28 10.93 0.82 12 11.75 Area C 0.90 1.80 0.18 10.00 160 2.20 1.38% 0.29 60 1.97 10.00 0 1.35 1.87 PIPE C 0.90 1.70 0.82 75 1.25 1.60 11.75 0.78 12 12.53 Tc CALCULATIONS Valley Children's Medical Center Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef.IN/HR Area Conc.Feet Diff.Slope CFS FPS Time Time Dia.In AC.MIN.Feet Ft/Ft MIN.MIN.In. Valley Children's Medical Center Area D 0.90 1.80 0.55 10.00 170 1.70 1.00% 0.89 60 2.25 10.00 0 1.26 2.39 PIPE D 0.90 1.65 1.37 79 2.04 1.15 12.53 1.14 18 13.67 Area E 0.90 1.80 0.09 10.00 85 2.00 2.35% 0.15 60 2.27 10.00 0 0.62 0.87 PIPE E 48 0.08 9.65 18 19.65 Area 10 0.95 1.80 0.96 10.00 110 0.30 0.27% 1.64 60 1.67 10.00 0 1.10 3.85 PIPE F 0.92 1.59 2.42 164 3.53 2.00 13.67 1.37 18 15.04 Area 9 0.95 1.80 0.80 10.00 300 0.75 0.25% 1.37 60 1.62 10.00 0 3.09 3.60 PIPE G 469 0.77 10.09 18 20.09 PIPE H 0.93 1.21 3.22 343 3.63 1.15 20.09 4.95 24 25.04 Area F 0.90 1.80 0.28 10.00 200 1.75 0.88% 0.45 60 2.04 10.00 0 1.63 2.04 PIPE I 0.93 1.03 3.50 43 3.35 1.07 25.04 0.67 24 25.71 Area 5 0.90 1.80 1.30 10.00 400 1.00 0.25% 2.11 60 1.72 10.00 0 3.87 4.12 PIPE J 0.91 1.01 15.16 274 13.93 4.44 25.71 1.03 24 26.74 Area G 0.90 1.80 0.44 10.00 100 1.50 1.50% 0.71 60 2.84 10.00 0 0.59 2.30 PIPE K 133 0.91 2.44 12 12.44 Area H 0.90 1.80 0.35 10.00 140 1.00 0.71% 0.57 60 1.68 10.00 0 1.39 2.41 PIPE L 0.90 1.66 0.79 99 1.18 1.50 12.44 1.10 12 13.55 Area I 0.90 1.79 0.45 10.15 20 0.20 1.00% 0.73 60 2.18 10.15 10 0.15 2.26 PIPE M 266 2.08 2.13 8 12.28 PIPE N 0.90 1.59 1.24 72 1.78 2.26 13.55 0.53 12 14.08 Area J 0.90 1.80 0.7 10.00 300 2.60 0.87% 1.13 60 2.37 10.00 0 2.11 2.59 PIPE O 0.91 0.99 17.10 487 15.26 4.86 26.74 1.67 24 28.41 Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef.IN/HR Area Conc.Feet Diff.Slope CFS FPS Time Time Dia.In AC.MIN.Feet Ft/Ft MIN.MIN.In. Valley Children's Medical Center Area K 0.90 1.80 0.73 10.00 1 0.01 1.00% 1.18 60 2.39 10.00 10 0.00 2.63 PIPE P 52 1.51 0.57 12 10.57 Area L 0.90 1.80 1.15 10.00 462 1.93 0.42% 1.86 60 2.11 10.00 0 3.65 3.71 PIPE Q 0.90 1.77 1.88 147 2.99 1.69 10.57 1.45 18 12.02 Area M 0.94 1.80 0.97 10.00 640 3.97 0.62% 1.64 60 2.20 10.00 0 4.85 3.43 PIPE R 0.91 1.68 2.85 32 4.38 2.48 12.02 0.22 18 12.23 Area N 0.90 1.80 0.42 10.00 235 0.58 0.25% 0.68 60 1.46 10.00 0 2.68 2.95 PIPE S 0.91 1.67 3.27 224 4.98 2.82 12.23 1.33 18 13.56 Area O 0.90 1.80 0.57 10.00 1 0.01 1.00% 0.92 60 2.27 10.00 10 0.00 2.42 PIPE T 101 1.18 1.43 12 11.43 PIPE U 0.91 1.59 3.84 130 5.57 3.15 13.56 0.69 18 14.25 Area 6 0.95 1.80 0.99 10.00 470 1.74 0.37% 1.69 60 1.91 10.00 0 4.11 3.62 EX. PIPE 14 100 0.96 1.74 18 11.74 Area 7 0.93 1.80 2.06 10.00 362 0.90 0.25% 3.45 60 1.83 10.00 0 3.30 4.66 EX. PIPE 15 135 1.95 1.15 18 11.15 EX. PIPE 16 0.94 1.70 3.05 268 4.85 2.75 11.74 1.63 18 EX. PIPE 17 0.94 1.70 3.05 43 4.85 2.75 11.74 0.26 18 13.63 Area 8 0.95 1.80 0.39 10.00 282 0.70 0.25% 0.67 60 1.45 10.00 0 3.24 2.94 PIPE 4 17 0.38 0.77 18 10.77 Area 15 0.91 1.80 0.49 10.00 223 0.00 0.00% 0.80 60 1.51 10.00 0 2.46 3.08 PIPE 3 28 0.45 1.04 18 11.04 PIPE 5 0.93 1.59 3.93 235 5.84 1.86 13.63 2.11 24 15.74 Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef.IN/HR Area Conc.Feet Diff.Slope CFS FPS Time Time Dia.In AC.MIN.Feet Ft/Ft MIN.MIN.In. Valley Children's Medical Center Area 11 0.90 1.80 2.50 10.00 224 0.70 0.31% 4.05 60 2.02 10.00 0 1.85 4.79 PIPE 6 0.92 1.47 6.43 239 8.68 2.76 15.74 1.44 24 17.18 Area 12 0.90 1.80 0.86 10.00 225 0.70 0.31% 1.39 60 1.76 10.00 0 2.14 3.52 PIPE 8 23 0.79 0.50 18 10.50 Area 13 0.90 1.80 0.80 10.00 226 0.70 0.31% 1.30 60 1.73 10.00 0 2.18 3.44 PIPE 7 23 0.73 0.51 18 10.51 PIPE 9 0.90 1.77 1.66 357 2.64 1.50 10.51 3.97 18 14.49 Area 14 0.90 1.80 1.49 10.00 227 0.70 0.31% 2.41 60 1.93 10.00 0 1.97 4.18 PIPE 10 0.91 1.38 9.58 238 12.11 3.85 17.18 1.03 24 18.20 Area P 0.90 1.80 2.03 10.00 568 3.93 0.69% 3.29 60 2.47 10.00 0 3.84 4.23 PIPE V 0.91 0.94 32.55 53 27.89 5.68 28.41 0.16 30 28.56 4.21 ac-ft C = 0.90 A= 31.21 acres Updated Required Sump Capacity = 0.15 x C x A = 4.43 ac-ft 0.22 ac-ft C = 0.91 A= 32.55 acres 12.32 ac-ft 12.54 ac-ft from Approved H/H Study for Tract 6250 & 6281 Required Sump Capacity (from Approved H/H Study for Tract 6250 & 6281)= 0.15 x C x A= Existing Retention Basin -Volume Required: Volume Provided: Updated Sump Capacity Difference = Hydrology_10_yr McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc .6 53 1.96 3.85 5.67 32.48 4.21 ac-ft C = 0.90 A= 31.21 acres Updated Required Sump Capacity = 0.15 x C x A = 4.42 ac-ft 0.21 ac-ft C = 0.91 A= 32.48 acres 12.32 ac-ft 12.54 ac-ft from Approved H/H Study for Tract 6250 & 6281 Required Sump Capacity (from Approved H/H Study for Tract 6250 & 6281)= 0.15 x C x A= Existing Retention Basin -Volume Required: Volume Provided: Updated Sump Capacity Difference = 2.18 INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Nov 3 2016 2' x 2' Grate Inlet - Max Produced Q 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) = 0.020 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) = 3.18 Highlighted Q Total (cfs) = 3.18 Q Capt (cfs) = 3.18 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.19 Efficiency (%) = 100 Gutter Spread (ft) = 28.57 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.Thursday, Nov 3 2016 3.5' Catch Basin - Max Produced Q Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- 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) = 1.64 Highlighted Q Total (cfs) = 1.64 Q Capt (cfs) = 1.64 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.59 Efficiency (%) = 100 Gutter Spread (ft) = 4.12 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.Thursday, Nov 3 2016 2' x 2' Grate Inlet at Curb- Max Produced Q 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) = 0.020 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) = 1.86 Highlighted Q Total (cfs) = 1.86 Q Capt (cfs) = 1.86 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.88 Efficiency (%) = 100 Gutter Spread (ft) = 4.41 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES Eagle Oaks Specialty Care Center HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Full Down Down Down Head Down Down Down Up (ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE V 52.92 30 27.90 6.53 108.88 349.52 353.00 5.68 0.50 353.50 0.463 353.25 PIPE O 486.51 24 15.26 5.42 15.45 353.25 355.05 5.13 0.41 355.46 0.401 355.52 PIPE J 274.00 24 13.93 5.19 17.82 355.52 357.60 4.43 0.31 357.90 0.379 357.22 PIPE I 42.77 24 3.35 1.08 7.73 357.22 359.17 1.07 0.02 359.18 0.019 357.27 PIPE H 342.80 24 3.63 1.25 7.33 357.27 359.18 1.17 0.02 359.20 0.022 357.63 PIPE F 164.04 18 3.53 2.00 3.48 357.63 359.28 2.00 0.06 359.34 0.113 357.81 PIPE D 78.83 18 2.04 1.28 10.74 357.81 359.53 1.15 0.02 359.55 0.027 358.40 PIPE C 74.89 12 1.25 1.91 3.61 358.40 359.57 1.59 0.04 359.61 0.088 358.95 PIPE B 62.96 12 1.00 1.68 1.40 358.95 359.67 1.64 0.04 359.72 0.074 359.02 PIPE A 103.28 8 0.73 1.86 0.49 359.02 359.73 1.86 0.05 359.78 0.207 359.14 PIPE N 72.12 12 1.78 3.07 6.61 355.52 357.60 2.27 0.08 357.68 0.179 357.30 PIPE M 266.07 8 0.73 2.09 0.46 357.30 357.97 2.09 0.07 358.03 0.261 357.58 PIPE E 47.78 18 0.15 0.08 3.72 357.81 359.53 0.08 0.00 359.53 0.000 357.87 PIPE L 99.25 12 1.18 2.00 1.40 357.30 358.00 2.00 0.06 358.07 0.111 357.41 PIPE K 133.09 12 0.71 1.20 1.41 357.41 358.17 1.10 0.02 358.19 0.033 357.56 PIPE 10 237.65 24 12.11 3.86 7.90 353.25 355.25 3.86 0.23 355.48 0.287 353.54 PIPE 9 356.70 18 2.64 2.55 9.07 353.54 356.16 1.49 0.03 356.20 0.063 356.20 PIPE 7 22.59 18 1.30 1.30 4.94 356.20 357.05 1.26 0.02 357.08 0.040 356.25 PIPE 8 23.47 18 1.39 1.38 4.85 356.20 357.05 1.34 0.03 357.08 0.046 356.25 PIPE G 468.64 18 1.40 0.89 3.79 357.63 359.28 0.79 0.01 359.29 0.018 358.24 PIPE U 129.81 18 5.57 4.06 16.97 353.25 355.05 3.15 0.15 355.20 0.281 356.64 PIPE S 224.36 18 5.00 4.06 6.50 356.64 357.63 4.06 0.26 357.88 0.383 357.50 PIPE R 32.00 18 4.38 2.66 4.15 357.50 358.82 2.66 0.11 358.93 0.156 357.55 PIPE Q 146.66 18 3.00 1.77 3.88 357.55 358.98 1.73 0.05 359.03 0.071 357.75 PIPE P 51.69 12 1.18 1.50 1.43 357.75 359.13 1.50 0.04 359.17 0.079 357.81 PIPE 1 343.26 24 10.58 3.71 12.57 357.22 359.17 3.39 0.18 359.35 0.194 358.28 PIPE 25 198.01 18 6.91 3.91 4.66 358.28 359.88 3.91 0.24 360.12 0.433 358.67 PIPE 24 296.53 18 4.02 2.39 6.76 358.67 360.77 2.28 0.08 360.85 0.147 359.90 PIPE 2 320.00 18 1.48 0.99 3.62 359.90 361.27 0.87 0.01 361.29 0.017 360.28 PIPE T 100.71 12 0.92 3.36 5.95 356.64 357.55 1.23 0.47 358.02 0.000 358.65 PIPE 6 238.98 24 8.70 2.77 7.46 353.54 356.16 2.77 0.12 356.28 0.148 353.80 PIPE 5 235.09 24 6.03 1.92 7.52 353.80 356.53 1.92 0.06 356.59 0.071 354.06 EX. PIPE 17 42.81 18 4.85 2.74 3.59 354.06 356.76 2.75 0.12 356.88 0.213 354.11 EX. PIPE 16 267.80 18 4.85 2.74 3.46 354.11 356.97 2.75 0.12 357.08 0.213 354.40 EX. PIPE 15 134.78 18 3.45 1.95 3.62 354.86 357.64 1.95 0.06 357.70 0.108 355.02 EX. PIPE 14 100.04 18 1.70 0.96 3.64 354.40 357.64 0.96 0.01 357.65 0.026 354.52 PIPE 3 28.47 18 0.80 0.68 18.57 355.11 356.76 0.45 0.00 356.76 0.006 356.00 PIPE 4 17.38 18 0.67 0.57 23.76 355.11 356.76 0.38 0.00 356.76 0.004 356.00 .83 Eagle Oaks Specialty Care Center HYDRAULIC CALCULATIONS (OUTPUT) Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE V 355.05 j 359.43 3.68 7.38 0.85 355.90 0.615 0.539 0.285 1.00 z n/a PIPE O 357.10 360.65 3.13 5.72 0.51 357.61 0.486 0.443 2.157 0.97 0.49 PIPE J 358.62 362.50 3.28 5.94 0.55 359.17 0.542 0.461 1.263 1.00 0.55 PIPE I 359.17 361.88 2.61 1.09 0.02 359.19 0.019 0.019 0.008 0.15 0.00 PIPE H 359.26 364.00 4.37 1.33 0.03 359.28 0.026 0.024 0.083 1.00 0.03 PIPE F 359.47 362.33 3.02 2.00 0.06 359.53 0.113 0.113 0.185 1.00 0.06 PIPE D 359.54 360.70 0.80 1.41 0.03 359.57 0.031 0.029 0.023 1.00 0.03 PIPE C 359.62 362.00 2.05 2.23 0.08 359.70 0.141 0.115 0.086 0.68 0.05 PIPE B 359.72 361.70 1.68 1.71 0.05 359.76 0.081 0.078 0.049 0.15 0.01 PIPE A 359.98 363.00 3.19 1.86 0.05 360.03 0.207 0.207 0.215 0.87 0.09 PIPE N 357.87 j 362.50 4.20 3.87 0.23 358.10 0.472 0.325 0.235 1.00 z n/a PIPE M 358.73 362.80 4.55 2.09 0.07 358.80 0.262 0.262 0.695 1.00 0.14 PIPE E 359.53 362.33 2.96 0.08 0.00 359.53 0.000 0.000 0.000 1.00 0.00 PIPE L 358.11 361.60 3.19 2.00 0.06 358.18 0.111 0.111 0.110 0.98 0.06 PIPE K 358.22 361.44 2.88 1.29 0.03 358.25 0.047 0.040 0.053 1.00 0.03 PIPE 10 355.93 361.84 6.30 3.85 0.23 356.16 0.287 0.287 0.681 1.00 0.23 PIPE 9 356.85 361.00 3.30 3.61 0.20 357.05 0.419 0.241 0.861 1.00 0.20 PIPE 7 357.06 360.80 3.05 1.34 0.03 357.09 0.048 0.044 0.010 1.00 0.03 PIPE 8 357.06 360.80 3.05 1.43 0.03 357.09 0.054 0.050 0.012 1.00 0.03 PIPE G 359.37 363.70 3.96 0.98 0.01 359.38 0.021 0.020 0.091 1.00 0.01 PIPE U 357.55 j 361.50 3.36 4.97 0.38 357.93 0.604 0.443 0.575 1.00 z n/a PIPE S 358.49 360.56 1.56 4.05 0.26 358.74 0.383 0.383 0.859 0.15 0.04 PIPE R 358.87 360.53 1.48 2.65 0.11 358.98 0.156 0.156 0.050 1.00 0.11 PIPE Q 359.08 360.40 1.15 1.81 0.05 359.13 0.073 0.072 0.105 1.00 0.05 PIPE P 359.18 363.30 4.49 1.50 0.04 359.21 0.079 0.079 0.041 1.00 0.04 PIPE 1 359.84 365.30 5.02 4.02 0.25 360.09 0.241 0.217 0.746 0.15 0.04 PIPE 25 360.74 364.40 4.23 3.91 0.24 360.97 0.433 0.433 0.858 0.15 0.04 PIPE 24 361.18 364.36 2.96 2.51 0.10 361.27 0.138 0.142 0.422 1.00 0.10 PIPE 2 361.34 364.00 2.22 1.11 0.02 361.36 0.028 0.023 0.072 1.00 0.02 PIPE T 358.92 j 363.00 3.35 5.49 0.47 359.38 0.000 0.000 0.000 1.00 z n/a PIPE 6 356.52 361.56 5.76 2.77 0.12 356.64 0.148 0.148 0.354 0.15 0.02 PIPE 5 356.70 361.10 5.04 1.92 0.06 356.76 0.071 0.071 0.167 1.00 0.06 EX. PIPE 17 356.85 361.40 5.79 2.74 0.12 356.97 0.213 0.213 0.091 1.00 0.12 EX. PIPE 16 357.54 361.50 5.60 2.74 0.12 357.66 0.213 0.213 0.571 0.87 0.10 EX. PIPE 15 357.79 361.00 4.48 1.95 0.06 357.85 0.108 0.108 0.146 1.00 0.06 EX. PIPE 14 357.67 360.00 3.98 0.96 0.01 357.68 0.026 0.026 0.026 1.00 0.01 PIPE 3 356.75 361.10 3.60 0.90 0.01 356.77 0.023 0.014 0.004 1.00 0.01 PIPE 4 356.75 360.66 3.16 0.76 0.01 356.76 0.016 0.010 0.002 1.00 0.01 Notes: j-Line contains hyd. Jump z-Zero Junction Loss PI P E 2 M H - 1 0 M H - 7 PI P E 2 4 M H - 9 M H - 1 0 PI P E 2 5 M H - 9 M H - 8 PI P E 1 M H - 1 3 M H - 8 PI P E A G I - 1 R o o f D r a i n PI P E B G I - 1 G I - 2 PI P E C G I - 2 G I - 3 PI P E D G I - 3 C B - 7 PI P E E C B - 7 C B - 6 PI P E F C B - 7 M H - 1 1 PI P E G C B - 9 M H - 1 1 PI P E H G I - 4 M H - 1 1 PI P E I G I - 4 M H - 1 3 PI P E J G I - 8 M H - 1 3 PI P E K G I - 5 G I - 6 PI P E L G I - 6 M H - 1 4 PI P E M M H - 1 4 R o o f D r a i n PI P E N G I - 8 M H - 1 4 PI P E O G I - 8 G I - 1 2 PI P E P G I - 9 R o o f D r a i n PI P E Q G I - 9 G I - 1 0 PI P E R G I - 1 0 G I - 1 1 PI P E S M H - 1 5 G I - 1 1 PI P E T R o o f D r a i n M H - 1 5 PI P E U G I - 1 2 M H - 1 5 PI P E 1 4 M H - X 1 E X C B - 2 PI P E 1 5 M H - X 1 E X C B - 1 PI P E 1 6 M H - X 2 M H - X 1 PI P E 1 7 M H - X 2 M H - 1 PI P E 4 M H - 1 C B - 3 PI P E 3 M H - 1 C B - 2 PI P E 5 M H - 2 M H - 1 PI P E 6 M H - 3 M H - 2 PI P E 8 M H - 4 C B - 5 PI P E 7 M H - 4 C B - 4 PI P E 9 M H - 3 M H - 4 PI P E 1 0 G I - 1 2 M H - 3 PI P E V S U M P G I - 1 2 DRAINAGE EXHIBIT STOCKDALE HIGHWAY AL L E N R O A D EXISTING GAS STATION VACANT LOT STOCKDALE HIGHWAY J E W E T T A A V E N U E Know what's R TRACT 6281 TRACT 6250 REFERENCE