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Home My WebLink AboutTract 7350 Drainage Study 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................5 Soil Map .................................................................................................. back of report Hydrology Calculations ........................................................................... back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ............................................................................ sleeve in 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. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. Approximately 60% of the site is Soil Group A - Kimberlina fine sandy loam, 0 to 2 percent slopes and the remaining +40% area is Soil Group C - Milham 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 are: • 0.34 - R-1, 10,000 S.F. • 0.36 - R-1, 8,750 S.F. • 0.90 - Pavement w/ Landscaping 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 residential and therefore were modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the main lines leading from Leonard Alvardo 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 northeast by undeveloped land, to the southeast by Renfro Road, and to the west by existing residential that takes storm drain runoff into the Basin Drainage Area. The residential lots along Leonard Alvardo Road (Area 1 and Area 2) will discharge all of its runoff into two catch basins (CB #1 & CB #2). Catch Basin #1 will be located in front of lot 36 and Catch Basin #2 will be located between lots 28 & 29. Drainage Area 2.a will discharge Catch Basin #9 located at the knuckle of Evadell Court and Leonard Alvardo Road. CB #3 will collect the discharge produced by Area 3 at the T-intersection of Ashville Avenue and Edgefield Street. This drainage area will have its own weighted coefficient value from Renfro Road and the residential lots. Drainage Areas 4 5, and 6 (CB #4, CB #5, & CB #8) will discharge into catch basins located at the T-intersection of Shady Tree Court and Edgefield Street. Drainage Areas 7 and 8 will discharge catch basins (CB #6 & CB #7) located around the intersection of Edgefield Street and Renfro Road. These drainage areas will account for the runoff along Renfro Road between Noriega Road and the future overpass at Santa Fe Way. The project involves constructing Renfro Road up to the centerline thus Catch Basin #7 will be collecting discharge once Future Tract 7338 is developed. CB #7 represents a potential low point location for an inlet. The final location for this inlet will be established on the tract 7338 improvement plans. Future runoff from area 8 will discharge into the proposed tract 7350 drainage system once the full width of Renfro Road is constructed. The pipes downstream of Catch Basin #7 have been sized to accommodate the runoff from Area 8. A 30” drainage stub (STUB) will ultimately handle the future 4 discharge of Tract 7338. The analysis for Tract 7338 will be submitted with its improvement and grading plans. 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 proposed sump for Tract 7350, located east of the tract, will be constructed to only handle all of the discharge from this tract. The required sump capacity for Tract 7350 is 1.70 acre-feet (AF) but doesn’t include the area tributary to CB #7. A temporary drainage easement extending into Future Tract 7338 will be required since Tract 7350 is developed first. This sump will be expanded in the future to accommodate Future Tract 7338 and the future R-1 development. This tract is currently zoned for an R-1 development with a tentative average lot size of 10,000 sq ft. The required sump volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). Per the City of Bakersfield’s request, the ultimate buildout sump volumes (provided and required) were calculated. This sump will be expanded in the future to accommodate the runoff from Tentative Tract 7338. The total contributing areas equal 101.93 acres; this acreage is divided into the areas as noted below. The area of the proposed sump was omitted from this analysis. The 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 Coefficient C x A TRACT 7350 R-1, 8750 SF 22.78 0.36 8.20 Renfro Road (excludes Area 8) 3.87 0.90 3.48 TRACT 7350 Ʃ(CXA) = 11.68 VOLUME REQUIRED (AF) = 1.75 FUTURE TRACT 7338 R-1, 10000 SF 70.30 0.34 23.90 Renfro Road (includes Area 8) 4.98 0.90 4.48 FUTURE TRACT 7338 Ʃ(CXA) = 28.38 OVERALL Ʃ(CXA) = 40.06 TOTAL (AC) 101.93 VOLUME REQUIRED (AF) = 6.01 * 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. This program routes the flows and calculates the HGL for the system. The time of concentration was calculated separately and its discharge 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. Starting HGL at the basin was estimated to be 4.0’ above the basin bottom. 5 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4.0’ above the basin bottom at the outlet structure (elevation 346.40’). All the pipes in this system were sized to be 18” through 36” 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 Sump Exhibit, part of this study, shows the designed sump that allows for the expansion to the adjacent easterly tract. The sump will have a total design water depth of 8.0’ with a minimum of 1’ of freeboard. The proposed sump for only Tract 7350 will be able to store 1.87 AF of runoff with a required volume of 1.75 AF. The preliminary overall sump for the completed condition will be able to store 8.81 AF of water. This sump will have the same design water surface depth as the interim condition thus having a water surface elevation of 350.40. The required volume for both tracts and a portion of the street is 6.01 AF which has an excess volume of 2.80 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/19/2019 Page 1 of 4 39 2 0 0 8 0 39 2 0 1 7 0 39 2 0 2 6 0 39 2 0 3 5 0 39 2 0 4 4 0 39 2 0 5 3 0 39 2 0 6 2 0 39 2 0 7 1 0 39 2 0 8 0 0 39 2 0 0 8 0 39 2 0 1 7 0 39 2 0 2 6 0 39 2 0 3 5 0 39 2 0 4 4 0 39 2 0 5 3 0 39 2 0 6 2 0 39 2 0 7 1 0 39 2 0 8 0 0 303460 303550 303640 303730 303820 303910 304000 303460 303550 303640 303730 303820 303910 304000 35° 24' 41'' N 11 9 ° 9 ' 5 3 ' ' W 35° 24' 41'' N 11 9 ° 9 ' 2 9 ' ' W 35° 24' 16'' N 11 9 ° 9 ' 5 3 ' ' W 35° 24' 16'' N 11 9 ° 9 ' 2 9 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,830 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 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: 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 12, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Feb 25, 2019—Mar 15, 2019 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 12/19/2019 Page 2 of 4 Hydrologic Soil Group 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 15.3 59.3% 196 Milham sandy loam, 0 to 2 percent slopes MLRA 17 C 10.5 40.7% Totals for Area of Interest 25.7 100.0% 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 12/19/2019 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 12/19/2019 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:Tract 7350 R-1, 6750 SF 0.4 DATE:Apr-20 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 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 1 0.36 1.37 2.33 17.40 300 1.44 0.48% 1.15 60 2.09 17.40 15 2.40 3.10 PIPES 8 & 9 486 0.65 12.45 18 29.85 AREA 2.a 0.36 1.43 1.05 16.44 123 0.35 0.29% 0.54 60 1.42 16.44 15 1.44 2.69 PIPES 17 & 18 296 0.30 16.20 18 32.64 AREA 2 0.36 1.45 0.95 16.08 90 0.25 0.28% 0.49 60 1.39 16.08 15 1.08 2.64 PIPE 7 24 0.28 1.46 18 17.54 PIPE 6 0.36 0.85 2.00 141 0.61 0.35 32.64 6.76 18 39.41 PIPE 5 0.36 0.74 4.33 264 1.16 0.66 39.41 6.72 18 46.12 AREA 3 0.59 1.41 2.45 16.71 176 0.44 0.25% 2.05 60 1.72 16.71 15 1.71 4.10 PIPE 10 23 1.16 0.33 18 17.04 PIPE 4 0.44 0.66 6.78 51 2.00 1.13 46.12 0.75 18 46.87 AREA 4 0.36 1.14 11.14 22.03 1087 5.67 0.52% 4.55 60 2.58 22.03 15 7.03 4.59 PIPE 15 13 2.58 0.08 18 22.11 Tc CALCULATIONS Tract 7350 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls 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. Tract 7350 PIPE 14 0.36 1.13 11.14 106 4.54 2.57 22.11 0.69 18 22.80 AREA 5 0.36 1.27 2.87 19.08 394 1.04 0.26% 1.31 60 1.61 19.08 15 4.08 3.55 PIPE 13 16 0.74 0.35 18 19.43 AREA 6 0.36 1.33 3.05 18.05 300 0.72 0.24% 1.46 60 1.64 18.05 15 3.05 3.69 PIPE 12 27 0.83 0.54 18 18.59 PIPE 11 0.36 1.11 17.06 344 6.80 3.85 22.80 1.49 18 24.29 PIPE 3 0.38 1.06 23.84 177 9.68 3.08 24.29 0.95 24 25.24 AREA 7 0.90 1.80 2.81 10.00 1200 5.00 0.42% 4.55 60 2.35 10.00 0 8.51 4.75 PIPE 16 29 2.58 0.19 18 10.19 PIPE 2 0.44 1.03 26.65 175 12.01 3.82 25.24 0.76 24 26.01 * AREA 8 0.90 1.80 3.51 10.00 1200 3.00 0.25% 5.69 60 2.03 10.00 0 9.86 5.55 PIPE 1 0.49 1.01 30.16 52 14.93 3.04 26.01 0.28 30 26.29 SUMP-2 0.49 1.00 30.16 324 14.82 3.02 26.29 1.79 30 28.08 TRACT 7338 & FUTURE R-1 0.34 1.14 71.77 21.99 1000 2.50 0.25% 27.75 60 2.39 21.99 15 6.99 STUB 10 5.65 0.03 30 22.02 SUMP-1 0.39 0.95 101.93 45 37.34 5.28 28.08 0.14 36 28.22 *NOTE: FUTURE DEVELOPEMENT WILL BE BUILT IN THE FUTURE BUT WILL DISCHARGE INTO THE STORM DRAIN SYSTEM & SUMP. McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls * INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Dec 24 2019 Drainage Area No. 1 - Catch Basin No. 1> 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) = 0.020 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) = 1.15 Highlighted Q Total (cfs) = 1.15 Q Capt (cfs) = 1.15 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.04 Efficiency (%) = 100 Gutter Spread (ft) = 3.57 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Mar 31 2020 Drainage Area No. 2.a - Catch Basin No. 9> 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) = 0.55 Highlighted Q Total (cfs) = 0.55 Q Capt (cfs) = 0.55 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.25 Efficiency (%) = 100 Gutter Spread (ft) = 2.77 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.Tuesday, Dec 24 2019 Drainage Area No. 2 - Catch Basin No. 2> 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) = 0.020 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) = 0.49 Highlighted Q Total (cfs) = 0.49 Q Capt (cfs) = 0.49 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.16 Efficiency (%) = 100 Gutter Spread (ft) = 2.68 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.Tuesday, Dec 24 2019 Drainage Area No. 3 - Catch Basin No. 3> 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) = 0.020 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) = 2.05 Highlighted Q Total (cfs) = 2.05 Q Capt (cfs) = 2.05 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.01 Efficiency (%) = 100 Gutter Spread (ft) = 4.54 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.Tuesday, Dec 24 2019 Drainage Area No. 4 - Catch Basin No. 8> 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) = 0.020 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) = 4.55 Highlighted Q Total (cfs) = 4.55 Q Capt (cfs) = 4.55 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.12 Efficiency (%) = 100 Gutter Spread (ft) = 6.66 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Feb 28 2020 Drainage Area No. 5 - Catch Basin No. 5> 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) = 1.31 Highlighted Q Total (cfs) = 1.31 Q Capt (cfs) = 1.31 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.23 Efficiency (%) = 100 Gutter Spread (ft) = 3.76 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.Tuesday, Dec 24 2019 Drainage Area No. 6 - Catch Basin No. 4> 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) = 0.020 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) = 1.46 Highlighted Q Total (cfs) = 1.46 Q Capt (cfs) = 1.46 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.40 Efficiency (%) = 100 Gutter Spread (ft) = 3.93 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.Tuesday, Dec 24 2019 Drainage Area No. 7 - Catch Basin No. 6> 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) = 0.020 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) = 4.55 Highlighted Q Total (cfs) = 4.55 Q Capt (cfs) = 4.55 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.12 Efficiency (%) = 100 Gutter Spread (ft) = 6.66 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.Tuesday, Dec 24 2019 Drainage Area No. 8 - Catch Basin No. 7> Curb Inlet Location = Sag Curb Length (ft) = 5.00 Throat Height (in) = 4.50 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) = 5.69 Highlighted Q Total (cfs) = 5.69 Q Capt (cfs) = 5.69 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.23 Efficiency (%) = 100 Gutter Spread (ft) = 6.77 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- NOTE: CATCH BASIN WILL BE BUILT WHEN TRACT 7338 . IS DEVELOPED AND WILL NOT DISCHARGE INTO . THE TEMPORARY SUMP. Catch Basin will be constructed with Tract 7350 but not used until Tract 7338 is constructed. This inlet is being used as a junction structure for now and will be protected to prevent discharge from entering it. This half of Renfro Road and the catch basin will not be constructed with tract 7350. CB #7 represents a potential low point location for an inlet. The final location for this inlet will be established on the Tract 7338 Improvement Plans. Future runoff from area 7 will discharge into the proposed Tract 7350 drainage system once the full width of Renfro Road is constructed. The pipes have been sized to accommodate the runoff from Area 8 and the future industrial areas. (See Exhibit) 8 HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7350 HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Down Down Down Head Down Down Down Up (ft)(in)(cfs)(ft/s)Full (cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) SUMP-1 45.45 36 37.34 5.28 19.78 342.98 346.40 5.28 0.43 346.83 0.313 343.02 SUMP-2 323.86 30 14.82 3.02 11.39 343.02 346.91 3.02 0.14 347.05 0.131 343.27 PIPE 1 51.81 30 14.93 3.06 11.4 343.27 347.46 3.06 0.15 347.60 0.134 343.31 PIPE 2 175.37 24 12.01 3.82 6.39 343.31 347.55 3.82 0.23 347.77 0.282 343.45 PIPE 3 176.53 24 9.68 3.09 6.59 343.45 348.27 3.09 0.15 348.42 0.184 343.60 PIPE 4 50.75 18 2.00 1.13 3.61 343.60 348.74 1.13 0.02 348.76 0.036 343.66 PIPE 5 264.25 18 1.16 0.66 3.48 343.66 348.78 0.66 0.01 348.79 0.012 343.95 PIPE 6 140.93 18 0.61 0.35 3.54 343.95 348.82 0.35 0.00 348.82 0.003 344.11 PIPE 7 24.44 18 0.49 0.28 3.68 344.11 348.83 0.28 0.00 348.83 0.002 344.14 PIPE 8 462.47 18 1.15 0.65 3.49 343.95 348.82 0.65 0.01 348.83 0.012 344.46 PIPE 9 23.07 18 1.15 0.65 3.79 344.46 348.88 0.65 0.01 348.89 0.012 344.49 PIPE 10 23.00 18 2.05 1.16 3.79 343.66 348.78 1.16 0.02 348.80 0.038 343.69 PIPE 11 343.77 18 6.80 3.85 3.49 343.60 348.74 3.85 0.23 348.97 0.419 343.98 PIPE 12 26.80 18 1.46 0.85 3.51 343.88 350.41 0.85 0.01 350.42 0.02 343.91 PIPE 13 15.57 18 1.31 0.74 3.76 343.88 350.41 0.74 0.01 350.42 0.016 343.90 PIPE 14 105.90 18 4.54 2.57 3.53 343.98 350.41 2.57 0.10 350.52 0.187 344.10 PIPE 15 13.00 18 4.55 2.58 4.12 344.10 350.71 2.58 0.10 350.82 0.188 344.12 PIPE 16 29.44 18 4.55 2.58 3.35 343.45 348.27 2.58 0.10 348.37 0.188 343.48 PIPE 17 271.35 18 0.54 0.31 3.49 344.11 348.83 0.31 0.00 348.83 0.003 344.41 PIPE 18 25.05 18 0.54 0.31 3.63 344.41 348.83 0.31 0.00 348.84 0.003 344.44 STUB 10.00 30 27.75 5.65 12.98 343.02 346.91 5.65 0.50 347.40 0.458 343.03 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) SUMP-1 346.54 353.98 7.96 5.28 0.43 346.98 0.313 0.313 0.142 0.84 0.36 SUMP-2 347.33 355.24 9.47 3.02 0.14 347.47 0.131 0.131 0.423 0.89 0.13 PIPE 1 347.53 356.23 10.42 3.06 0.15 347.67 0.134 0.134 0.069 0.15 0.02 PIPE 2 348.04 353.28 7.83 3.82 0.23 348.27 0.282 0.282 0.494 1 0.23 PIPE 3 348.59 352.77 7.17 3.09 0.15 348.74 0.184 0.184 0.325 1 0.15 PIPE 4 348.76 353.21 8.05 1.13 0.02 348.78 0.036 0.036 0.018 1 0.02 PIPE 5 348.81 354.86 9.41 0.66 0.01 348.82 0.012 0.012 0.033 1 0.01 PIPE 6 348.82 355.14 9.53 0.35 0 348.83 0.003 0.003 0.005 1 0 PIPE 7 348.83 354.73 9.09 0.28 0 348.83 0.002 0.002 0.001 1 0 PIPE 8 348.87 353.75 7.79 0.65 0.01 348.88 0.012 0.012 0.055 0.7 0 PIPE 9 348.88 353.44 7.45 0.65 0.01 348.89 0.012 0.012 0.003 1 0.01 PIPE 10 348.79 352.78 7.59 1.16 0.02 348.81 0.038 0.038 0.009 1 0.02 PIPE 11 350.18 351.95 6.47 3.85 0.23 350.41 0.419 0.419 1.442 1 0.23 PIPE 12 350.42 351.56 6.15 0.85 0.01 350.43 0.020 0.020 0.005 1 0.01 PIPE 13 350.42 350.95 5.55 0.74 0.01 350.42 0.016 0.016 0.002 1 0.01 PIPE 14 350.61 352.24 6.64 2.57 0.1 350.71 0.187 0.187 0.198 1 0.1 PIPE 15 350.74 351.99 6.37 2.57 0.1 350.84 0.188 0.188 0.024 1 0.1 PIPE 16 348.32 352.94 7.96 2.57 0.1 348.43 0.188 0.188 0.055 1 0.1 PIPE 17 348.83 355.20 9.29 0.31 0 348.83 0.003 0.003 0.007 0.6 0 PIPE 18 348.83 354.70 8.76 0.31 0 348.84 0.003 0.003 0.001 1 0 STUB 346.95 354.00 8.47 5.65 0.5 347.45 0.458 0.458 0.046 1 0.5 SU M P - 2 SU M P - 1 S U M P M A N H O L E - 9 - 1 1 M A N H O L E - 1 0 ST U B - 2 M A N H O L E S T U B ED G E F I E L D S T R E E T PI P E 3 PI P E 1 1 PI P E 1 4 M A N H O L E - 7 M A N H O L E - 6 M A N H O L E - 5 M A N H O L E - 8 PI P E 4 PI P E 5 M A N H O L E - 6 M A N H O L E - 4 M A N H O L E - 3 PI P E 7 PI P E 1 7 PI P E 1 8 M A N H O L E - 9 M A N H O L E - 2 M A N H O L E - 3 C A T C H B A S I N N o . 9 PI P E 7 M A N H O L E - 2 C A T C H B A S I N N o . 2 PI P E 8 PI P E 9 o . 1 M A N H O L E - 3 M A N H O L E - 1 C A T C H B A S I N N o . 1 PI P E 1 0 M A N H O L E - 4 C A T C H B A S I N N o . 3 PI P E 1 2 C A T C H B A S I N N o . 4 M A N H O L E N o . 5 PI P E 1 3 M A N H O L E N o . 5 C A T C H B A S I N N o . 5 PI P E 1 5 C A T C H B A S I N N o . 8 M A N H O L E - 8 PI P E 1 6 M A N H O L E - 7 C A T C H B A S I N N o . 6 DBASIN EXHIBIT TRACT 7350 BASIN SIZING CALCULATIONS 1 351.4 350.4 342.4 346.4 8.0 feet Abtm = 6,426 sq ft = 0.15 acres Amid = 10,114 sq ft = 0.23 acres Atop = 14,206 sq ft = 0.33 acres Provided Sump Capacity =81,451 Cu. FT 1.87 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 7350 C x A = R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 22.78 8.20 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.80 Commercial 0.90 Industrial 0.80 Parks 0.15 Pavement, Road w/ Median 0.90 3.87 3.48 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 =11.68 TR 7350 Total 26.65 =Acres 26.65 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =1.75 AC-FT 0.11 AC-FT AC-FT NOTE:This sump calculation does not account for Drainage Area 8 and the Future Industrial Areas/Side-Street. Required Sump Capacity Total Difference of Depth from Design Water Surface = 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 (0.13+0.93+0.33) x 8.0 = 1/6 x (1.40) x 8.0 Starting HGL Elev = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = NOTE:This sump calculation does not account for Drainage Area 8 Future Industrial Areas/Side-Street. This sump calculation does not account for Drainage Area 8 a Future Industrial Areas/Side-Street. Although the pipe sizes account for Drainage Area 8 and the Future Industrial Areas/Side-Street; this sump does not. It will need to be expanded when those tributary areas come online. NO T E : Ba s i n t o b e c o n s t r u c t e d p e r C O B St a n d a r d s D - 1 1 , D - 1 2 , & D - 1 3 . TRACT 7350 & Future Tract 7338 PRELIM. BASIN SIZING CALCULATIONS 1 351.4 350.4 342.4 346.4 8.0 feet Abtm = 40,873 sq ft = 0.94 acres Amid = 47,890 sq ft = 1.10 acres Atop = 55,260 sq ft = 1.27 acres Provided Sump Capacity =383,589 Cu. FT 8.81 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 7350 FUTURE C x A = TR 7338 R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 22.78 8.20 R-1, 10000 SF 0.34 70.30 23.90 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.80 Commercial 0.90 Industrial 0.80 0.00 Drill Site 0.15 Pavement, Road w/ Median 0.90 3.87 4.98 7.97 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 =40.07 TR 7350 FUTURE Total 26.65 75.28 =Acres 101.93 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =6.01 AC-FT 2.80 AC-FT AC-FT NOTE:This sump calculation includes Drainage Area 8 and the Future Industrial Areas/Side-Street as part of Future 7338 Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Starting HGL 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 (0.94+4.40+1.27) x 8.0 = 1/6 x (6.60) x 8.0 Required Sump Capacity DRAINAGE EXHIBIT