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HomeMy WebLinkAboutTract 7043 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 Basin Exhibit ............................................................................ sleeve in back of report DReference - 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. The entire site is Soil Group A - Kimberlina fine sandy loam, 0 to 2 percent slopes. The soil group was obtained from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this report. 3. The runoff coefficients used are: A. 0.15 - Park B. 0.42 - R-1, 6,000 S.F. C. 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 zoned residential, park/landscaping, pavement; 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 Berkshire 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 Independence High School, to the north by Existing Tract 7044, to the south by McCutchen Road and to the west by existing agriculture that takes storm drain runoff into the Basin Drainage Area. The northerly half width of McCutchen Road, Minam River Way, and part of Nigu River Street (Area 1 and Area 2) will discharge its runoff into two catch basins (CB #1 & CB #2). These inlets will be located at the intersection of McCutchen Road and Minam River Way. These drainage areas will have its own weighted coefficient value from the park, the street/pavement, and the residential lots. Drainage Areas 3 and 4 will drain into catch basins (CB #3 & CB #4) located at the knuckle of McCloud River Avenue and Cuyama River Street. CB #5 and CB #6 will collect the runoff produced by Areas 5 and 6 at the T- intersection of Huslia River Avenue and Cuyama River Street. Drainage Areas 4 and 5 will have its own weighted coefficient value from the park and the residential lots. CB #7 will collect the runoff produced by westerly half of the cul-de-sac along Nigu River Street (Area 7) at the corner of Wood River Way and Nigu River Street. Drainage Area 8 consists of five residential lots were its runoff goes into a Catch Basin #8 located at the T-intersection of Nigu River Street and Wood River Way. Drainage Areas 9, 10, & 11 will discharge into catch basins (CB #7, CB #8, & CB #9) located at the intersection of Martian River Street and Argi River Avenue. CB #12 will collect the discharge produced by seven residential lots (Area 12) at the T-intersection of Arno River Lane and Martian River Street. Two catch basins (CB #13 & CB #14) will be located at the knuckle of Arno River Lane and Cuyama River Street Way adjacent to the sump. These inlets will collect the discharge produced by Drainage Areas 13 and 14. 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 4 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 northeasterly side of tract will not be expanded and is to remain in place. It will handle all of the discharge from this tract and existing Tract 7044. The proposed tract will consists of the residential lots, landscaping areas, and McCutchen Road. Both Tracts 7043 & 7044 are currently owned by the same developer. The proposed basin will have a bottom elevation of 328.0’ which already took into account the runoff from this project. The runoff coefficient is calculated in the table below thus the updated required sump capacity is 4.23 AF Area Acres Coefficient C x A TRACT 7043 Park/Landscaping 2.46 0.15 0.37 R-1, 6000 SF 26.27 0.42 11.03 McCutchen Road 1.81 0.95 1.72 TRACT 7043 Ʃ(CXA) = 13.12 VOLUME REQUIRED (AF) = 1.97 VOLUME REQUIRED – TRACT 7044 (AF) = 2.23 TOTAL (AC) 78.50 TOTAL VOLUME REQUIRED (AF) = 4.20 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2020. This program routes the flows and calculates the HGL for the system. The program allows you to enter the discharge calculated from a separately spreadsheet. This 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 5.0’ above the basin bottom which is an elevation of 333.0’. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 5.0’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP and 24” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. The Hydraflow program determines the minimum catch basin opening required to capture 100% of the runoff. Tract 7043 will consists of 14 sag catch basin located throughout the proposed development. And all of these catch basins will have a 3.5 ft. wide opening based on the discharge tributary to each inlet (See Inlet Sizing Calculations). The storm drain system will be able to handle a 10-year event. The Basin Exhibit, part of this study, shows the basin handling both this tract and the existing Tract 7044. The proposed basin will have a total water depth of 10’ with a minimum of 1’ of freeboard. The proposed basin will be able to store 4.56 AF of storm water. The depth of the basin is +16 deep with a water surface of 338. The required volume for both tracts is 4.20 AF which has an excess volume of 0.36 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/25/2020 Page 1 of 439063503906410390647039065303906590390665039067103906770390629039063503906410390647039065303906590390665039067103906770307370307430307490307550307610307670307730 307370 307430 307490 307550 307610 307670 35° 17' 8'' N 119° 7' 5'' W35° 17' 8'' N119° 6' 51'' W35° 16' 52'' N 119° 7' 5'' W35° 16' 52'' N 119° 6' 51'' WN 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: 1:2,360 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 3/25/2020 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 27.6 100.0% Totals for Area of Interest 27.6 100.0% 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 3/25/2020 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 3/25/2020 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 7043 R-1, 6750 SF 0.4 DATE:Sep-20 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 1 0.47 1.25 3.97 19.41 508 1.47 0.29% 2.32 60 1.92 19.41 15 4.41 4.14 PIPE 9 37 1.31 0.47 18 19.88 AREA 2 0.75 1.80 1.27 10.00 603 1.67 0.28% 1.71 60 1.84 10.00 0 10.00 3.79 PIPE 8 7 0.97 0.12 18 10.12 PIPE 7 0.53 1.23 5.24 115 3.43 1.94 19.88 0.99 18 20.87 PIPE 6 0.53 1.18 5.24 357 3.31 1.87 20.87 3.18 18 24.05 AREA 3 0.42 1.16 4.82 21.48 678 1.70 0.25% 2.34 60 1.74 21.48 15 6.48 4.22 PIPE 14 24 1.33 0.30 18 21.78 AREA 4 0.42 1.39 1.95 17.08 197 0.50 0.25% 1.14 60 1.58 17.08 15 2.08 3.39 PIPE 15 26 0.64 0.67 18 17.75 PIPE 5 0.47 1.07 12.01 40 6.01 3.40 24.05 0.20 18 24.25 PIPE 4 0.47 1.06 12.01 280 5.98 3.38 24.25 1.38 18 25.62 Tc CALCULATIONS Tract 7043 Hydrology_10_yr.xls 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. Tract 7043 AREA 5 0.42 1.39 1.65 17.08 206 0.63 0.31% 0.96 60 1.64 17.08 15 2.08 3.15 PIPE 18 15 0.54 0.47 18 17.55 AREA 6 0.42 1.24 1.82 19.60 426 1.06 0.25% 0.95 60 1.54 19.60 15 4.60 3.21 PIPE 27 25 0.54 0.79 18 20.39 PIPE 17 0.42 1.20 3.47 43 1.75 0.99 20.39 0.72 18 21.11 PIPE 3 0.46 1.02 15.48 280 7.22 4.09 25.62 1.14 18 26.77 AREA 7 0.42 1.27 1.81 19.08 403 1.12 0.28% 0.97 60 1.65 19.08 15 4.08 3.15 PIPE 13 51 0.55 1.56 18 20.64 PIPE 12 0.42 1.19 1.81 173 0.91 0.51 20.64 5.64 18 26.28 AREA 8 0.42 1.37 1.50 17.38 218 0.55 0.25% 0.86 60 1.53 17.38 15 2.38 3.13 PIPE 16 28 0.49 0.95 18 18.33 PIPE 11 0.42 1.00 3.31 232 1.39 0.79 26.28 4.92 18 31.20 AREA 9 0.42 1.14 2.97 21.90 730 2.33 0.32% 1.42 61 1.76 21.90 15 6.90 3.55 PIPE 20 23 0.81 0.48 18 22.38 PIPE 26 0.42 0.88 6.28 83 2.32 1.32 31.20 1.06 18 32.26 AREA 10 0.42 1.40 1.28 16.82 200 1.05 0.53% 0.75 62 1.84 16.82 15 1.82 2.67 PIPE 19 25 0.43 0.97 18 17.79 AREA 11 0.42 1.37 1.82 17.33 218 0.55 0.25% 1.05 63 1.56 17.33 15 2.33 3.31 PIPE 21 17 0.59 0.46 18 17.79 PIPE 10 0.42 0.86 9.38 240 3.39 1.92 32.26 2.09 18 34.35 Hydrology_10_yr.xls 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. Tract 7043 PIPE 2 0.44 0.99 24.86 495 10.88 3.46 26.77 2.38 24 29.15 AREA 12 0.42 1.41 1.34 16.77 170 0.50 0.29% 0.79 64 1.60 16.77 15 1.77 3.00 PIPE 24 64 0.45 2.40 18 19.17 PIPE 25 0.42 1.27 1.34 198 0.71 0.40 19.17 8.16 18 27.33 AREA 13 0.42 1.31 2.31 18.39 351 1.05 0.30% 1.27 65 1.72 18.39 15 3.39 3.42 PIPE 23 25 0.72 0.59 18 18.98 AREA 14 0.27 1.26 2.03 19.24 374 1.02 0.27% 0.69 66 1.47 19.24 15 4.24 2.97 PIPE 28 30 0.39 1.26 18 20.50 PIPE 22 0.37 0.97 5.68 50 2.02 1.14 27.33 0.74 18 28.06 PIPE 1 0.43 0.93 30.54 71 12.15 3.87 29.15 0.30 24 29.45 Required Sump Capacity = 0.15 x C x A = 1.97 ac-ft C = 0.43 30.54 acres Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Mar 25 2020 Drainage Area 1 – Catch Basin #1> 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) = 2.32 Highlighted Q Total (cfs) = 2.32 Q Capt (cfs) = 2.32 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.27 Efficiency (%) = 100 Gutter Spread (ft) = 4.80 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.Wednesday, Mar 25 2020 Drainage Area 2 – Catch Basin #2> 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) = 1.71 Highlighted Q Total (cfs) = 1.71 Q Capt (cfs) = 1.71 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.66 Efficiency (%) = 100 Gutter Spread (ft) = 4.19 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.Wednesday, Mar 25 2020 Drainage Area 3 – Catch Basin #3> 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) = 2.34 Highlighted Q Total (cfs) = 2.34 Q Capt (cfs) = 2.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.28 Efficiency (%) = 100 Gutter Spread (ft) = 4.82 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.Wednesday, Mar 25 2020 Drainage Area 4 – Catch Basin #4> 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) = 0.92 Highlighted Q Total (cfs) = 0.92 Q Capt (cfs) = 0.92 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.76 Efficiency (%) = 100 Gutter Spread (ft) = 3.29 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.Wednesday, Mar 25 2020 Drainage Area 5 – Catch Basin #5 CCurb 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) = 0.75 Highlighted Q Total (cfs) = 0.75 Q Capt (cfs) = 0.75 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.54 Efficiency (%) = 100 Gutter Spread (ft) = 3.06 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.Wednesday, Mar 25 2020 Drainage Area 6 – Catch Basin #6> 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) = 0.95 Highlighted Q Total (cfs) = 0.95 Q Capt (cfs) = 0.95 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.80 Efficiency (%) = 100 Gutter Spread (ft) = 3.33 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.Wednesday, Mar 25 2020 Drainage Area 7 – Catch Basin #7> 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) = 0.97 Highlighted Q Total (cfs) = 0.97 Q Capt (cfs) = 0.97 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.83 Efficiency (%) = 100 Gutter Spread (ft) = 3.35 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.Wednesday, Mar 25 2020 Drainage Area 8 – Catch Basin #8> 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) = 0.86 Highlighted Q Total (cfs) = 0.86 Q Capt (cfs) = 0.86 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.68 Efficiency (%) = 100 Gutter Spread (ft) = 3.21 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.Wednesday, Mar 25 2020 Drainage Area 9 – Catch Basin #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) = 1.42 Highlighted Q Total (cfs) = 1.42 Q Capt (cfs) = 1.42 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.35 Efficiency (%) = 100 Gutter Spread (ft) = 3.88 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.Wednesday, Mar 25 2020 Drainage Area 10 – Catch Basin #10> 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) = 0.75 Highlighted Q Total (cfs) = 0.75 Q Capt (cfs) = 0.75 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.54 Efficiency (%) = 100 Gutter Spread (ft) = 3.06 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.Wednesday, Mar 25 2020 Drainage Area 11 – Catch Basin #11> 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) = 1.05 Highlighted Q Total (cfs) = 1.05 Q Capt (cfs) = 1.05 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.92 Efficiency (%) = 100 Gutter Spread (ft) = 3.45 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.Wednesday, Mar 25 2020 Drainage Area 12 – Catch Basin #12> 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) = 0.79 Highlighted Q Total (cfs) = 0.79 Q Capt (cfs) = 0.79 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.59 Efficiency (%) = 100 Gutter Spread (ft) = 3.12 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.Wednesday, Mar 25 2020 Drainage Area 13 – Catch Basin #13> 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) = 1.27 Highlighted Q Total (cfs) = 1.27 Q Capt (cfs) = 1.27 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.18 Efficiency (%) = 100 Gutter Spread (ft) = 3.71 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.Wednesday, Mar 25 2020 Drainage Area 14 – Catch Basin #14> 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) = 1.09 Highlighted Q Total (cfs) = 1.09 Q Capt (cfs) = 1.09 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.97 Efficiency (%) = 100 Gutter Spread (ft) = 3.50 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7043 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) PIPE 1 70.66 24 12.15 3.87 36.10 328.40 333.00 3.87 0.23 333.23 0.289 330.20 PIPE 2 494.83 24 10.88 3.36 11.32 330.20 333.44 3.36 0.18 333.61 0.218 331.44 PIPE 3 280.00 18 7.22 4.09 5.25 332.14 334.69 4.09 0.26 334.95 0.473 332.84 PIPE 4 280.03 18 5.98 3.40 5.25 332.84 336.27 3.40 0.18 336.45 0.327 333.54 PIPE 5 40.32 18 6.01 3.40 5.23 333.54 337.37 3.40 0.18 337.55 0.327 333.64 PIPE 6 357.32 18 3.31 1.87 5.24 333.64 337.68 1.87 0.05 337.73 0.099 334.53 PIPE 7 115.08 18 3.43 1.94 5.27 334.53 338.09 1.94 0.06 338.15 0.107 334.82 PIPE 8 7.07 18 1.71 0.97 16.76 334.82 338.27 0.97 0.01 338.28 0.027 335.00 PIPE 9 36.93 18 2.32 1.31 8.11 334.82 338.27 1.31 0.03 338.29 0.049 335.04 PIPE 10 240.36 18 3.39 3.16 5.25 334.27 335.15 3.16 0.15 335.30 0.249 334.87 PIPE 11 231.75 18 1.39 1.72 5.25 335.08 336.03 1.18 0.02 336.05 0.033 335.66 PIPE 12 173.44 18 0.91 1.72 5.23 335.66 336.31 1.23 0.02 336.33 0.049 336.09 PIPE 13 51.24 18 0.97 2.73 9.95 336.09 336.59 1.89 0.20 336.79 0 336.55 PIPE 14 24.06 18 2.34 1.33 24.97 333.64 337.68 1.33 0.03 337.70 0.05 335.00 PIPE 15 26.01 18 1.14 0.65 24.01 333.64 337.68 0.65 0.01 337.68 0.012 335.00 PIPE 16 27.80 18 0.86 2.79 14.08 335.66 336.31 1.18 0.30 336.61 0 336.16 PIPE 17 42.75 18 1.75 0.89 5.33 332.84 336.27 0.89 0.01 336.28 0.022 332.95 PIPE 18 15.42 18 0.96 2.71 14.89 335.19 336.29 0.69 0.35 336.64 0 335.50 PIPE 19 24.78 18 0.75 2.54 15.36 334.87 335.90 0.58 0.31 336.22 0 335.40 PIPE 20 23.42 18 1.42 2.92 12.28 335.08 336.03 1.20 0.33 336.36 0 335.40 PIPE 21 16.52 18 1.05 3.07 16.94 334.87 335.90 0.81 0.44 336.34 0 335.30 PIPE 22 50.44 18 2.02 2.92 5.33 334.97 335.66 2.91 0.13 335.79 0.258 335.10 PIPE 23 25.47 18 1.27 3.19 14.71 335.10 335.92 1.28 0.40 336.33 0 335.60 PIPE 24 64.37 18 0.79 2.48 9.26 335.60 336.06 1.75 0.16 336.22 0 336.10 PIPE 25 197.51 18 0.71 1.19 5.28 335.10 335.92 0.72 0.01 335.93 0.013 335.60 PIPE 26 83.39 18 2.32 1.98 5.27 334.87 335.90 1.79 0.05 335.95 0.073 335.08 PIPE 27 25.42 18 0.95 0.54 7.51 332.95 336.29 0.54 0.00 336.30 0.008 333.08 PIPE 28 29.67 18 0.69 2.86 13.63 335.10 335.92 1.10 0.33 336.25 0 335.60 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 1 333.20 341.38 9.18 3.87 0.23 333.44 0.289 0.289 0.204 1 0.23 PIPE 2 334.51 341.80 8.36 3.36 0.18 334.69 0.218 0.218 1.077 1 0.18 PIPE 3 336.01 341.41 7.07 4.09 0.26 336.27 0.473 0.473 1.324 1 0.26 PIPE 4 337.19 340.39 5.35 3.40 0.18 337.37 0.326 0.327 0.914 1 0.18 PIPE 5 337.50 340.49 5.35 3.40 0.18 337.68 0.326 0.327 0.132 1 0.18 PIPE 6 338.03 341.40 5.37 1.87 0.05 338.09 0.099 0.099 0.355 1 0.05 PIPE 7 338.21 340.55 4.23 1.94 0.06 338.27 0.107 0.107 0.123 1 0.06 PIPE 8 338.27 340.19 3.69 0.97 0.01 338.28 0.027 0.027 0.002 1 0.01 PIPE 9 338.29 340.10 3.56 1.31 0.03 338.31 0.049 0.049 0.018 1 0.03 PIPE 10 335.75 340.85 4.48 3.16 0.16 335.90 0.25 0.25 0.6 1 0.16 PIPE 11 336.23 341.61 4.45 2.26 0.08 336.31 0.188 0.11 0.256 1 0.08 PIPE 12 336.51 342.08 4.49 2.21 0.08 336.59 0.246 0.148 0.256 1 0.08 PIPE 13 336.87 j 341.60 3.55 3.57 0.20 337.06 0 0 0 1.00 z n/a PIPE 14 337.69 340.02 3.52 1.33 0.03 337.72 0.05 0.05 0.012 1 0.03 PIPE 15 337.68 340.02 3.52 0.65 0.01 337.69 0.012 0.012 0.003 1 0.01 PIPE 16 336.41 j 341.16 3.50 4.40 0.30 336.71 0 0 0 1.00 z n/a PIPE 17 336.28 341.30 6.85 0.89 0.01 336.29 0.022 0.022 0.01 1 0.01 PIPE 18 335.76 340.57 3.57 4.73 0.35 336.11 0 0 0 1.00 z n/a PIPE 19 335.63 340.49 3.59 4.50 0.31 335.94 0 0 0 1.00 z n/a PIPE 20 335.74 340.40 3.50 4.63 0.33 336.08 0 0 0 1.00 z n/a PIPE 21 335.55 340.31 3.51 5.32 0.44 335.99 0 0 0 1.00 z n/a PIPE 22 335.79 341.11 4.51 2.92 0.13 335.92 0.26 0.259 0.131 1 0.13 PIPE 23 335.90 j 340.62 3.52 5.10 0.40 336.30 0 0 0 1.00 z n/a PIPE 24 336.40 j 341.00 3.40 3.20 0.16 336.56 0 0 0 1.00 z n/a PIPE 25 336.04 341.53 4.43 1.66 0.04 336.08 0.135 0.074 0.147 0.54 0.02 PIPE 26 335.96 340.83 4.25 2.16 0.07 336.03 0.117 0.095 0.079 1 0.07 PIPE 27 336.30 340.62 6.04 0.54 0.00 336.30 0.008 0.008 0.002 1 0 PIPE 28 335.89 j 340.69 3.59 4.61 0.33 336.22 0 0 0 1.00 z n/a NOTES: j-Line contains hyd. Jump z-Zero Junction Loss PIPE 1SUMPMH-13 PIPE 2PIPE 3PIPE 4CUYAMA RIVER STREETMH-13MH-8MH-5MH-4 PIPE 5PIPE 6MH-3MH-4MH-2 PIPE 7MH-2MH-1 PIPE 8CB-2MH-1 PIPE 9MH-1CB-1 ARGI RIVER AVENUEPIPE 10PIPE 26PIPE 11MH-11MH-10MH-9MH-8 PIPE 12PIPE 13CB-7MH-12MH-11 PIPE 16MH-11CB-8 PIPE 17MH-5MH-7 PIPE 18MH-7CB-5 PIPE 19MH-9MH-9 PIPE 20MH-10CB-9 PIPE 21MH-8CB-11 PIPE 22PIPE 25PIPE 24ARNO RIVER LANECB-12MH-15MH-14MH-13 PIPE 23MH-14CB-13 PIPE 27MH-7CB-6 PIPE 28MH-14CB-14 DBASIN EXHIBIT NOTE: BASIN TO BE CONSTRUCTED PER C.O.B. STANDARDS D-11, D-12, & D-13 EX. TRACT 7044 and TRACT 7043 BASIN SIZING CALCULATIONS 1 339.0 338.0 328.0 10 feet Abtm = 13,638 sq ft = 0.31 acres Amid = 19,733 sq ft = 0.45 acres Atop = 26,540 sq ft = 0.61 acres Provided Sump Capacity =198,517 Cu. FT 4.56 AC-FT TABLE OF RUNOFF COEFFICIENTS EXISTING C x A = TR 7043 TR 7044 R-1, 6000 SF 0.42 26.27 11.03 R-1, 6750 SF 0.4 R-1, 7150 SF 0.395 32.58 12.89 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 Commercial 0.9 Industrial 0.8 Parks 0.15 2.46 0.37 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 1.81 2.07 3.69 Backyards 0.05 n C x A =27.98 EXISTING TR 7043 TR 7044 Total AC 30.54 +34.65 =65.19 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x =4.20 AC-FT 0.36 AC-FT AC-FT NOTE: The sump lot [0.59 acres] has been omitted from these calcs which was originally included in the Approved Tract 7044 sump sizing calcs: 31.13 acres - 0.59 acres = 30.54 acres. (See Reference for the Approved Tract 7044 Calcs) Total Difference Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.31+1.81+0.61) x 10.0 = 1/6 x (2.73) x 10.0 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 Freeboard (ft)= Water Surface Elev = Lowest Inlet Elev = Bottom Basin Elev = DRAINAGE EXHIBIT EX. INDEPENDENCE HIGH SCHOOL