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Home My WebLink AboutTract 7355 Units 3-4 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 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 a quarter of the site is Soil Group A - Granoso loamy sand, 0 to 2 percent slopes and the remaining area for this tract is Excelsior sandy loam, 0 to 2 percent slopes, MLRA 17. 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. 0.38 - R-1, 7,500 S.F. C. 0.40 - R-1, 6,750 S.F. D. 0.83 - Pavement with Landscaping Median/Sidewalk Area 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 with park lots and therefore were modeled as such so that the improvements were accurate. 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 existing Tract 7354, to the north by Ming Avenue, to the south by future residential tract and to the west by the future beltway that takes storm drain runoff to the existing basin. Most of Garethford Street (Area 1 and Area 2) will discharge all of its runoff into two catch basins (CB #1 & CB #2) located between Lots 26 & 27 and Lots 17 & 18. A series of 18” pipes will convey this flow to the knuckle and southerly on Upper Parkshire Avenue. Drainage Areas 3, 4, and 5 (CB #3, CB #4, & CB #5) will discharge into catch basins located at the T-intersection of Upper Parkshire Avenue and Havencliff Street. The cumulative flow from Drainage Areas 1 through 5 will discharge south to the knuckle then along Haywood Manor Avenue through several 18” storm drain lines. CB #6 will collect the discharge produced by Area 6 at the intersection of Haywood Manor Avenue and Ransford Street. Drainage Areas 7 and 8 has a smaller runoff coefficient value (0.36) than the other areas since the residential lots in the Ransford Street cul- de-sac that averages out to 8,900 sq ft per lot. The discharge from these areas will flow through two 18” pipes towards the T-intersection of Haywood Manor Avenue and Ransford Street where it will confluence with the cumulative flow from Drainage Areas 1 - 5. These flows will be conveyed to the point of connection through a 24” storm drain (Pipe 2) along Ransford Street and another 24” line (Pipe 1) that parallels the 34” high pressure gas line. The connection into the existing drainage system will be into at 24” stub located in Unit 4 of Tract 7354. The calculations and model assumed the tie-in point to be at Storm Drain Manhole #6 on Highgate Glenn Street per the approved Sewer & Storm Drain Improvement Plans for Tract 7354 Units 3 & 4. 4 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. Referring to the Approved Drainage Study for Tract 7354, the existing sump will currently retain a required volume of 15.24 acre-feet (AF). The existing required capacity for this sump is 8.37 AF for existing Tracts 7300 and 7354. The required sump capacity for Tract 7355 (All Units) is 3.01 AF. The required basin volume was calculated using the City of Bakersfield sump volume equation [ V=0.15 x Ʃ (CxA) ] for a total of 15.07 AF. The total contributing areas equal 241.34 acres; this acreage and runoff coefficient values are divided into the areas as noted below. AREA ACRES COEFFICIENT C X A TRACT 7355 (Units 1 & 2) and Future Tract 7355 (Units 3 & 4) Park 6.65 0.15 1.00 R-1, 8750 SF 5.06 0.36 1.82 R-1, 6750 SF 11.44 0.40 4.58 R-1, 6000 SF 19.25 0.42 8.09 Pavement Area w/ Landscaping 3.85 0.83 3.20 Pavement Area 2.02 0.95 1.92 TRACT 7355 Ʃ(CXA) = 20.59 Future Tract 62.23 (REFER TO SUMP CALCS) 23.75 Existing Tract 7354 74.90 (REFER TO APPROVED STUDY) 31.13 Existing Tract 7300 55.94 (REFER TO APPROVED STUDY) 25.04 EX. TRACT 7300, EX. TRACT 7354, TRACT 7355, & FUTURE TRACT Ʃ(CXA) = 100.51 TOTAL (AC) 241.34 VOLUME REQUIRED (AF) = 15.07 * 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 2020. 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 not routed since the time of concentration at Pipe 1 (36.85 min) is greater than Pipe 16 (34.07 min) from the approved Drainage Study for Tract No. 7354 which is the same point of connection at the tract boundary. The pipes in this system are to remain at 24” RCP at the tie-in point matching the approved Storm Drain Improvement Plans for Tract 7354 in Units 4. The HGL is not less than 0.5’ below the proposed grade at any manhole and catch basin. 5 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 Basin Exhibit, part of this study, is the same layout from the Approved Drainage Study for Tract No. 7354. The existing basin will be able to store 15.24 AF of runoff which remains unchanged from the Approved Drainage Study for Tract 7354. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/12/2019 Page 1 of 4391160039117003911800391190039120003912100391220039123003912400391250039126003912700391280039129003913000391160039117003911800391190039120003912100391220039123003912400391250039126003912700391280039129003913000302400302500302600302700302800302900303000303100303200303300303400303500 302400 302500 302600 302700 302800 302900 303000 303100 303200 303300 303400 303500 35° 20' 29'' N 119° 10' 27'' W35° 20' 29'' N119° 9' 41'' W35° 19' 38'' N 119° 10' 27'' W35° 19' 38'' N 119° 9' 41'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 350 700 1400 2100 Feet 0 100 200 400 600 Meters Map Scale: 1:7,540 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 11, Sep 14, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 30, 2016—Nov 2, 2017 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 6/12/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 125 Granoso loamy sand, 0 to 2 percent slopes A 104.4 49.0% 152 Excelsior sandy loam, 0 to 2 percent slopes, MLRA 17 A 95.7 44.9% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 13.0 6.1% Totals for Area of Interest 213.1 100.0% 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 6/12/2019 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 6/12/2019 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 7355 (Units 3-4)R-1, 6750 SF 0.4 DATE:Oct-20 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 Rational Values:R-1, 10000 SF 0.34 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 0.40 1.40 1.84 16.83 182 0.50 0.27% 1.03 60 1.66 16.83 15 1.83 3.29 PIPE 18 17 0.58 0.49 18 17.32 AREA 2 0.40 1.40 1.92 16.92 193 0.55 0.28% 1.07 60 1.67 16.92 15 1.92 3.24 PIPE 16 30 0.61 0.83 18 17.75 PIPE 15 0.40 1.35 3.76 377 2.03 1.15 17.75 5.47 18 23.21 PIPE 14 0.40 1.09 3.76 247 1.64 0.93 23.21 4.43 18 27.64 AREA 3 0.40 1.30 2.28 18.58 366 1.05 0.29% 1.19 60 1.70 18.58 15 3.58 3.34 PIPE 17 17 0.67 0.43 18 19.01 PIPE 13 0.40 0.96 6.04 85 2.33 1.32 27.64 1.08 18 28.71 LS AREA 0.15 1.80 3.06 10.00 963 3.64 0.38% 0.83 60 1.84 10.00 0 8.74 2.90 PIPE 12 22 0.47 0.77 18 10.77 AREA 4 0.40 1.21 1.57 20.14 465 1.15 0.25% 0.76 60 1.51 20.14 15 5.14 3.04 PIPE 11 0.23 1.21 4.63 11 1.32 0.75 20.14 0.25 18 Tc CALCULATIONS Tract 7355 (Units 3-4) Copy of 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 7355 (Units 3-4) AREA 5 0.40 1.33 2.52 18.01 385 2.85 0.74% 1.34 60 2.13 18.01 15 3.01 3.23 PIPE 6 19 0.76 0.41 18 18.42 PIPE 5 0.34 0.94 13.19 244 4.22 2.39 28.71 1.70 18 30.42 PIPE 4 0.34 0.90 13.19 459 4.05 2.29 30.42 3.34 18 33.75 AREA 6 0.40 1.40 1.31 16.90 171 0.46 0.27% 0.73 60 1.50 16.90 15 1.90 3.01 PIPE 7 7 0.41 0.30 18 17.20 PIPE 3 0.35 0.83 14.50 38 4.19 1.33 33.75 0.48 24 34.23 AREA 7 0.36 1.29 2.14 18.72 369 1.03 0.28% 1.00 60 1.65 18.72 15 3.72 3.18 PIPE 19 7 0.56 0.21 18 18.93 AREA 8 0.36 1.33 2.92 18.08 300 0.77 0.26% 1.40 60 1.63 18.08 15 3.08 3.63 PIPE 10 17 0.79 0.37 18 18.45 PIPE 9 0.36 1.28 5.06 40 2.33 1.32 18.93 0.51 18 19.44 PIPE 8 0.36 1.25 5.06 141 2.28 1.29 19.44 1.82 18 21.26 PIPE 2 0.35 0.82 19.56 32 5.65 1.80 34.23 0.30 24 34.53 PIPE 1 0.35 0.82 19.56 248 5.61 1.79 34.53 2.32 24 36.85 Copy of 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.Monday, Oct 19 2020 Drainage Area 1 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.03 Highlighted Q Total (cfs) = 1.03 Q Capt (cfs) = 1.03 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.41 Efficiency (%) = 100 Gutter Spread (ft) = 7.92 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.Monday, Oct 19 2020 Drainage Area 2 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.07 Highlighted Q Total (cfs) = 1.07 Q Capt (cfs) = 1.07 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.46 Efficiency (%) = 100 Gutter Spread (ft) = 8.12 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.Monday, Oct 19 2020 Drainage Area 3 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.19 Highlighted Q Total (cfs) = 1.19 Q Capt (cfs) = 1.19 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.60 Efficiency (%) = 100 Gutter Spread (ft) = 8.72 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.Monday, Oct 19 2020 Drainage Area 4 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.76 Highlighted Q Total (cfs) = 0.76 Q Capt (cfs) = 0.76 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.06 Efficiency (%) = 100 Gutter Spread (ft) = 6.46 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.Monday, Oct 19 2020 Drainage Area 5 (CB-5)> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.34 Highlighted Q Total (cfs) = 1.34 Q Capt (cfs) = 1.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.78 Efficiency (%) = 100 Gutter Spread (ft) = 9.43 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.Monday, Oct 19 2020 Drainage Area 6 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.73 Highlighted Q Total (cfs) = 0.73 Q Capt (cfs) = 0.73 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.02 Efficiency (%) = 100 Gutter Spread (ft) = 6.29 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.Monday, Oct 19 2020 Drainage Area 7 (CB-7)> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.11 Highlighted Q Total (cfs) = 1.11 Q Capt (cfs) = 1.11 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.51 Efficiency (%) = 100 Gutter Spread (ft) = 8.32 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, Oct 21 2020 Drainage Area 8 (CB-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) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.40 Highlighted Q Total (cfs) = 1.40 Q Capt (cfs) = 1.40 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.84 Efficiency (%) = 100 Gutter Spread (ft) = 9.71 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7354 (U 3-4) 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 1 248.42 24 5.61 1.79 7.32 338.784 344.47 1.79 0.05 344.52 0.062 339.40 PIPE 2 32.41 24 5.65 1.80 7.95 339.40 344.67 1.80 0.05 344.72 0.062 339.44 PIPE 3 38.24 24 4.19 1.34 8.96 339.44 344.74 1.34 0.03 344.77 0.034 339.50 PIPE 4 458.71 18 4.05 2.29 3.47 339.50 344.78 2.29 0.08 344.86 0.149 340.00 PIPE 5 244.46 18 4.22 2.39 3.49 340.00 345.53 2.39 0.09 345.62 0.162 340.27 PIPE 6 18.58 18 1.34 0.76 4.22 340.27 346.02 0.76 0.01 346.03 0.016 340.30 PIPE 7 7.42 18 0.73 0.41 3.86 339.50 344.78 0.41 0 344.78 0.005 339.51 PIPE 8 140.97 18 2.28 1.29 3.54 339.44 344.74 1.29 0.03 344.77 0.047 339.60 PIPE 9 40.42 18 2.33 1.32 3.69 339.60 344.81 1.32 0.03 344.84 0.049 339.65 PIPE 10 17.42 18 1.40 0.79 3.56 339.65 344.86 0.79 0.01 344.87 0.018 339.67 PIPE 11 11.40 18 1.32 0.75 4.40 340.27 346.02 0.75 0.01 346.03 0.016 340.29 PIPE 12 21.64 18 0.83 0.47 3.91 340.29 346.03 0.47 0 346.03 0.006 340.32 PIPE 13 84.97 18 2.33 1.32 3.42 340.27 346.02 1.32 0.03 346.04 0.049 340.36 PIPE 14 247.08 18 1.64 0.93 3.60 340.36 346.09 0.93 0.01 346.1 0.024 340.65 PIPE 15 376.60 18 2.03 1.15 3.42 340.65 346.16 1.15 0.02 346.18 0.037 341.05 PIPE 16 30.06 18 1.07 0.61 3.32 341.05 346.32 0.61 0.01 346.33 0.010 341.08 PIPE 17 17.42 18 1.19 0.67 3.56 340.36 346.09 0.67 0.01 346.09 0.013 340.38 PIPE 18 17.10 18 1.03 0.58 3.59 341.05 346.32 0.58 0.01 346.33 0.010 341.07 PIPE 19 7.00 18 1.00 0.57 3.97 339.65 344.86 0.57 0 344.86 0.009 339.66 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 1 344.62 349.50 8.10 1.79 0.05 344.67 0.062 0.062 0.153 0.93 0.05 PIPE 2 344.69 349.35 7.91 1.80 0.05 344.74 0.062 0.062 0.020 1 0.05 PIPE 3 344.75 349.35 7.85 1.34 0.03 344.78 0.034 0.034 0.013 1 0.03 PIPE 4 345.46 349.20 7.70 2.29 0.08 345.54 0.149 0.149 0.682 0.87 0.07 PIPE 5 345.93 346.96 5.19 2.39 0.09 346.02 0.161 0.162 0.395 1 0.09 PIPE 6 346.02 346.91 5.11 0.76 0.01 346.03 0.016 0.016 0.003 1 0.01 PIPE 7 344.78 349.33 8.32 0.41 0.00 344.78 0.005 0.005 0.000 1 0 PIPE 8 344.81 348.88 7.78 1.29 0.03 344.83 0.047 0.047 0.066 0.2 0.01 PIPE 9 344.83 348.77 7.62 1.32 0.03 344.86 0.049 0.049 0.020 1 0.03 PIPE 10 344.86 348.75 7.58 0.79 0.01 344.87 0.018 0.018 0.003 1 0.01 PIPE 11 346.02 346.94 5.15 0.75 0.01 346.03 0.016 0.016 0.002 0.65 0.01 PIPE 12 346.03 350.70 8.88 0.47 0.00 346.03 0.006 0.006 0.001 1 0 PIPE 13 346.06 347.30 5.44 1.32 0.03 346.09 0.049 0.049 0.042 1 0.03 PIPE 14 346.15 347.70 5.55 0.93 0.01 346.16 0.024 0.024 0.060 0.9 0.01 PIPE 15 346.30 348.12 5.57 1.15 0.02 346.32 0.037 0.037 0.141 1 0.02 PIPE 16 346.32 347.75 5.17 0.61 0.01 346.33 0.010 0.010 0.003 1 0.01 PIPE 17 346.09 347.06 5.18 0.67 0.01 346.10 0.013 0.013 0.002 1 0.01 PIPE 18 346.32 347.75 5.18 0.58 0.01 346.33 0.010 0.010 0.002 1 0.01 PIPE 19 344.86 350.23 9.07 0.57 0.00 344.86 0.009 0.009 0.001 1 0 PIPE 1POINT OF CONNECTION/EX. MANHOLEUPSTREAMMANHOLE RANSFORD STREETPIPE 2PIPE 9PIPE 8DOWNSTREAMMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLE HAYWOOD MANOR AVENUEPIPE 3PIPE 4DOWNSTREAMMANHOLEMANHOLEUPSTREAMMANHOLE UPPER PARKSHIRE AVENUEPIPE 5PIPE 14PIPE 13DOWNSTREAMMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLE PIPE 6DOWNSTREAMMANHOLECB-5 PIPE 7DOWNSTREAMMANHOLECB-6 PIPE 10DOWNSTREAMMANHOLECB-8 PIPE 11PIPE 12DOWNSTREAMMANHOLECB-4POINT OF CONNECTION TO PARKLOCAL DRAINAGE SYSTEM GARETHFORD STREET - PIPE 15DOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 16DOWNSTREAMMANHOLECB-2 PIPE 17DOWNSTREAMMANHOLECB-3 PIPE 18DOWNSTREAMMANHOLECB-1 PIPE 19DOWNSTREAMMANHOLECB-7 DBASIN EXHIBIT EX. TRACTS 7300 & 7354 AND TRACT 7355 BASIN SIZING CALCULATIONS TABLE OF RUNOFF COEFFICIENTS EXISTING EXISTING TR 7355 FUTURE C x A = TR 7300 TR 7354 TRACT R-1, 5500 SF 0.43 17.07 7.34 R-1, 6000 SF 0.42 18.14 19.25 53.39 38.13 R-1, 6750 SF 0.4 16.47 11.44 11.16 R-1, 7500 SF 0.38 15.87 40.44 21.40 R-1, 8750 SF 0.36 5.06 1.82 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 Rec Center 0.667 1.82 1.21 Parks 0.15 0.76 7.94 6.65 8.84 3.63 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 3.95 2.02 5.67 Pavement w/ LS Median 0.83 8.38 3.85 10.15 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 100.52 n C x A EXISTING EXISTING TR 7355 FUTURE TR 7300 TR 7354 TRACT Total 55.94 74.90 48.27 62.23 Acres 241.34 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =15.07 AC-FT Required Sump Capacity EXISTING TRACTS 7300 & 7354 AND TRACT 7355 (UNITS 1 & 2)REFERENCE DRAINAGE EXHIBIT NOTE: ONSITE STORM DRAIN SYSTEM AND 8" LOCAL DRAINAGE SYSTEM SHALL BE PRIVATELY MAINTAINED. ” REFERENCE