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Home My WebLink AboutTract 6577 Unit 6 Drainage Study Table of Contents DISCUSSION.................................................................................................................. 1 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 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 soil groups obtained from the US Department of Agriculture Soils Survey are the following : (A Soil Map is enclosed with this report) · Soil Group A - Granoso sandy loam, 0 to 2% slopes, overwash · Soil Group A - Kimberlina fine sandy loam, 0 to 2% slopes MLRA 17 3. The runoff coefficients used are: · 0.36 - R-1, 8,750 S.F. · 0.37 - R-1, 8,125 S.F. · 0.95 - Pavement, drives, and roofs 3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 4. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. 3.0 DESIGN APPROACH The contributing areas to the retention basin are all zoned residential and pavement area, therefore were modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the main lines leading 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 west by Buena Vista Road, to the east by Future Tract 6739, to the north by existing Unit 4, and to the south by McCutchen Road. Drainage Area 1 includes the several lots on the east side of Valors Gate Street and the northerly side of McCutchen Road. This area’s flow drains towards Catch Basin #1 at the T-intersection of Zigfried Avenue and Valors Gate Street. Catch Basin #2 handles the runoff from Drainage Area 2 at the T-intersection of Zigfried Avenue and Karveki Street. Drainage Areas 3, 4, and 5 (CB #3, CB #4, & CB #5) will discharge into catch basins located at the T-intersection of Zigfried Avenue and Norden Vale Street. The cumulative flow from Drainage Areas 1 through 5 will discharge westerly to the knuckle then along Evandarr Street through several 18” storm drain lines. A few lots along Evandarr Street (Area 6) will discharge all of its runoff into a catch basin (CB #6) located at the intersection of Evandarr Street and Tandrake Avenue. Catch Basin #7 handles the runoff from Drainage Area 7 at the T-intersection of Tandrake Avenue and Karveki Street. Drainage Areas 8, 9, 10, and 11 (CB #8, CB #9, CB #10, & CB #11) will discharge into catch basins located at the intersection of Tandrake Avenue and Norden Vale Street. The total flow from Areas 7 -11 will be conveyed westerly through the storm drain to the intersection of Tandrake Avenue and Norden Vale Street. At this point, this discharge will then confluence with the cumulative flow from Drainage Areas 1 through 6 and Off-Site Area prior to draining into the sump. Catch Basin #12 handles the runoff from the arterial streets lots located at the northeasterly corner of McCutchen Road and Buena Vista Road (Off-Site Area). This inlet will collect the discharge produced by lots on the northerly side of McCutchen Road and westerly side of Buena Vista Road. Drainage Areas 1, 6, and 10 will have its own weighted coefficient value from the pavement and the residential lots. 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 10-year storm event. The existing retention basin is located on the southwest corner of Unit 4. This basin will be expanded for Unit 6 and handle all of the discharge from the tract. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The ultimate buildout basin volumes (provided and required) was calculated. The total contributing areas equal 80.93 acres; this acreage is divided into the areas as noted below. The area of the basin 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 6577 (Units 1-5) TOTAL (AC) 54.29 VOLUME REQUIRED (AF) = 3.44 Area Acres Coefficient C x A TRACT 6577 (Unit 6) R-1, 8125 SF 12.76 0.37 4.72 R-1, 8750 SF 10.42 0.36 3.75 McCutchen Road and Buena Vista Road 3.46 0.85 2.94 TRACT 6577 (UNIT 6) Ʃ(CXA) = 11.41 TOTAL (AC) 26.64 VOLUME REQUIRED (AF) = 1.71 COMBINED TOTAL (AC) 80.93 COMBINED VOLUME REQUIRED (AF) = 5.15 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 time of concentration was calculated separately and the discharge was 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. 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. All the pipes in this system were all sized to be 18” 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 Basin Exhibits, part of this study, show the designed basin that allows for the expansion to the south. The basin will have a total water depth of 8.0’ with a minimum of 1’ of freeboard. The existing basin was required to store 3.44 AF of runoff for Units 1-5. This basin, for the ultimate condition, will be able to store 5.35 AF of water with the design water surface elevation at 333 and a required storage of 5.15 AF (for Units 1-6). SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/11/2016 Page 1 of 4390649039065803906670390676039068503906940390703039071203907210390649039065803906670390676039068503906940390703039071203907210306380306470306560306650306740306830306920 306380 306470 306560 306650 306740 306830 306920 35° 17' 22'' N 119° 7' 45'' W35° 17' 22'' N119° 7' 22'' W35° 16' 57'' N 119° 7' 45'' W35° 16' 57'' N 119° 7' 22'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 150 300 600 900Feet 0 50 100 200 300Meters Map Scale: 1:3,710 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kern County, California, Northwestern Part Survey Area Data: Version 8, Sep 9, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 10, 2011—Oct 23, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/11/2016 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Kern County, California, Northwestern Part (CA666) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 127 Granoso sandy loam, 0 to 2 percent slopes, overwash A 4.9 7.8% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 57.2 92.2% Totals for Area of Interest 62.0 100.0% 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 8/11/2016 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/11/2016 Page 4 of 4 TIME OF HYDROLOGYTION (Tc) 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 6577 - Unit 6 R-1, 6750 SF 0.4 DATE:May-21 R-1, 7500 SF 0.38 R-1, 8125 SF 0.37 Rational Values:R-1, 8750 SF 0.36 Event: 10 YEAR Values: 5, 10, 50 R-1, 10000 SF 0.34 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 0.85 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 0.44 1.39 1.86 17.08 210 0.60 0.29% 1.13 60 1.69 17.08 15 2.08 3.29 PIPE 12 16 0.64 0.42 18 17.50 PIPE 11 0.44 1.36 1.86 256 1.11 0.63 17.50 6.81 18 24.31 AREA 2 0.37 1.24 2.04 19.55 448 1.26 0.28% 0.94 60 1.64 19.55 15 4.55 3.13 PIPE 13 25 0.53 0.78 18 20.33 PIPE 10 0.40 1.06 3.90 337 1.66 0.94 24.31 6.00 18 30.31 AREA 3 0.37 1.30 1.90 18.58 378 1.32 0.35% 0.91 60 1.76 18.58 15 3.58 3.05 PIPE 20 35 0.52 1.14 18 19.72 AREA 4 0.36 1.28 1.84 18.91 379 1.15 0.30% 0.85 60 1.62 18.91 15 3.91 3.05 PIPE 21 58 0.48 2.00 18 20.91 PIPE 19 0.37 1.18 3.74 27 1.61 0.91 20.91 0.50 18 21.41 AREA 5 0.36 1.22 4.93 19.99 518 1.30 0.25% 2.16 60 1.73 19.99 15 4.99 4.15 PIPE 22 16 1.22 0.22 18 20.21 Tc CALCULATIONS Tract 6577 - Unit 6 Hydrology_10_yr - REV.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 6577 - Unit 6 PIPE 9 0.37 0.90 12.57 317 4.24 2.40 30.31 2.20 18 32.51 PIPE 8 0.37 0.86 12.57 240 4.03 2.28 32.51 1.76 18 34.27 PIPE 7 0.37 0.82 12.57 240 3.87 2.19 34.27 1.82 18 36.09 AREA 6 0.43 1.42 1.02 16.54 130 0.34 0.26% 0.62 60 1.40 16.54 15 1.54 2.88 PIPE 27 15 0.35 0.71 18 17.25 PIPE 6 0.38 0.79 13.59 42 4.08 2.31 36.09 0.30 18 36.39 AREA 7 0.37 1.27 1.80 19.07 372 0.77 0.21% 0.85 60 1.52 19.07 15 4.07 3.12 PIPE 5 9 0.48 0.33 18 19.40 PIPE 4 0.37 1.25 1.80 300 0.83 0.47 19.40 10.59 18 29.99 AREA 8 0.37 1.28 1.95 18.86 379 1.22 0.32% 0.93 60 1.64 18.86 15 3.86 3.12 PIPE 24 10 0.52 0.31 18 19.17 AREA 9 0.37 1.13 3.47 22.28 714 1.80 0.25% 1.45 60 1.64 22.28 15 7.28 3.67 PIPE 23 31 0.82 0.63 18 22.91 PIPE 3 0.37 0.91 7.22 91 2.42 1.37 29.99 1.10 18 31.09 AREA 10 0.43 1.43 1.13 16.32 128 0.47 0.37% 0.69 60 1.62 16.32 15 1.32 2.79 PIPE 25 29 0.39 1.23 18 17.55 AREA 11 0.36 1.28 1.80 18.99 385 1.25 0.32% 0.83 60 1.61 18.99 15 3.99 3.03 PIPE 26 14 0.47 0.50 18 19.49 PIPE 2 0.37 0.88 10.15 263 3.36 1.90 31.09 2.30 18 33.39 Hydrology_10_yr - REV.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 6577 - Unit 6 OFF-SITE AREA 0.85 1.80 2.90 10.00 1000 2.53 0.25% 4.44 60 1.91 10.00 0 8.71 5.06 PIPE 18 21 2.51 0.14 18 10.14 PIPE 17 0.85 1.79 2.90 66 4.42 2.50 10.14 0.44 18 10.58 PIPE 16 0.85 1.77 2.90 353 4.35 2.46 10.58 2.38 18 12.96 PIPE 15 0.85 1.63 2.90 353 4.01 2.27 12.96 2.59 18 15.55 PIPE 14 0.85 1.48 2.90 205 3.64 2.06 15.55 1.66 18 17.21 PIPE 1 0.43 0.79 26.64 74 8.99 5.09 36.39 0.24 18 36.64 Hydrology_10_yr - REV.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET SIZING CALCULATIONS Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, May 6 2021 Catch Basin #1 - Drainage Area 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) = 0.083 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) = 1.13 Highlighted Q Total (cfs) = 1.13 Q Capt (cfs) = 1.13 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.53 Efficiency (%) = 100 Gutter Spread (ft) = 8.42 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.Thursday, May 6 2021 Catch Basin #2 - Drainage Area 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) = 0.083 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) = 0.94 Highlighted Q Total (cfs) = 0.94 Q Capt (cfs) = 0.94 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.30 Efficiency (%) = 100 Gutter Spread (ft) = 7.45 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.Thursday, May 6 2021 Catch Basin #3 - Drainage Area 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) = 0.083 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) = 0.91 Highlighted Q Total (cfs) = 0.91 Q Capt (cfs) = 0.91 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.26 Efficiency (%) = 100 Gutter Spread (ft) = 7.29 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.Thursday, May 6 2021 Catch Basin #4 - Drainage Area 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) = 0.083 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) = 0.85 Highlighted Q Total (cfs) = 0.85 Q Capt (cfs) = 0.85 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.18 Efficiency (%) = 100 Gutter Spread (ft) = 6.96 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.Thursday, May 6 2021 Catch Basin #5 - Drainage Area 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) = 0.083 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) = 2.16 Highlighted Q Total (cfs) = 2.16 Q Capt (cfs) = 2.16 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.63 Efficiency (%) = 100 Gutter Spread (ft) = 12.97 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.Thursday, May 6 2021 Catch Basin #6 - Drainage Area 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) = 0.083 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) = 0.62 Highlighted Q Total (cfs) = 0.62 Q Capt (cfs) = 0.62 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.87 Efficiency (%) = 100 Gutter Spread (ft) = 5.64 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.Thursday, May 6 2021 Catch Basin #7 - Drainage Area 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) = 0.083 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) = 0.85 Highlighted Q Total (cfs) = 0.85 Q Capt (cfs) = 0.85 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.18 Efficiency (%) = 100 Gutter Spread (ft) = 6.96 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.Thursday, May 6 2021 Catch Basin #8 - Drainage Area 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) = 0.083 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) = 0.93 Highlighted Q Total (cfs) = 0.93 Q Capt (cfs) = 0.93 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.29 Efficiency (%) = 100 Gutter Spread (ft) = 7.39 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.Thursday, May 6 2021 Catch Basin #9 - Drainage Area 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) = 0.083 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) = 1.45 Highlighted Q Total (cfs) = 1.45 Q Capt (cfs) = 1.45 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.90 Efficiency (%) = 100 Gutter Spread (ft) = 9.94 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.Thursday, May 6 2021 Catch Basin #10 - Drainage Area 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) = 0.083 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) = 0.69 Highlighted Q Total (cfs) = 0.69 Q Capt (cfs) = 0.69 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.97 Efficiency (%) = 100 Gutter Spread (ft) = 6.06 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.Thursday, May 6 2021 Catch Basin #11 - Drainage Area 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) = 0.083 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) = 0.83 Highlighted Q Total (cfs) = 0.83 Q Capt (cfs) = 0.83 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.16 Efficiency (%) = 100 Gutter Spread (ft) = 6.85 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.Thursday, May 6 2021 Catch Basin #12 - Drainage Off-Site Area Curb Inlet Location = Sag Curb Length (ft) = 6.00 Throat Height (in) = 4.00 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) = 4.44 Highlighted Q Total (cfs) = 4.44 Q Capt (cfs) = 4.44 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.63 Efficiency (%) = 100 Gutter Spread (ft) = 17.15 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Drainage Off-Site Area HYDRAULIC CALCULATIONS AND PIPE PROFILES 10-YEAR STORM TRACT 6577 - UNIT 6 HYDRAULIC CALCULATIONS (OUTPUT) Line ID Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert Length Size Rate Velocity Flowing Down Down Down Head Down Down Up (ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) Down (ft) (ft) (%) (ft) PIPE 1 74.02 18 8.99 5.62 27.37 325.52 329.00 5.09 0.40 329.40 0.735 330.55 PIPE 2 262.88 18 3.36 2.28 3.55 331.95 333.11 2.28 0.08 333.20 0.114 332.25 PIPE 3 90.51 18 2.42 1.67 5.18 332.25 333.50 1.54 0.04 333.53 0.052 332.47 PIPE 4 300.00 18 0.83 0.96 4.81 332.47 333.59 0.59 0.01 333.59 0.008 333.10 PIPE 5 9.47 18 0.85 1.30 4.82 333.10 333.70 1.28 0.03 333.73 0.057 333.12 PIPE 6 41.94 18 4.08 2.31 3.63 330.55 332.05 2.31 0.08 332.13 0.151 330.60 PIPE 7 239.98 18 3.87 2.34 5.47 330.60 332.18 2.19 0.07 332.26 0.136 331.25 PIPE 8 239.98 18 4.03 2.89 5.47 331.25 332.50 2.56 0.10 332.60 0.143 331.90 PIPE 9 316.55 18 4.24 2.40 3.49 331.90 333.40 2.40 0.09 333.49 0.163 332.25 PIPE 10 337.28 18 1.66 1.07 4.95 332.25 334.01 0.94 0.01 334.02 0.025 333.00 PIPE 11 256.46 18 1.11 1.26 5.29 333.00 334.12 0.79 0.01 334.13 0.014 333.65 PIPE 12 16.13 18 1.13 1.70 3.70 333.65 334.26 1.69 0.04 334.30 0.099 333.67 PIPE 13 25.00 18 0.94 0.67 3.64 333.00 334.12 0.67 0.01 334.12 0.01 333.03 PIPE 14 184.00 18 3.66 2.21 3.46 331.80 333.13 2.21 0.08 333.20 0.109 332.00 PIPE 15 352.87 18 4.03 2.28 3.54 332.00 333.50 2.28 0.08 333.58 0.147 332.40 PIPE 16 353.00 18 4.37 2.47 3.53 332.40 334.03 2.47 0.10 334.13 0.173 332.80 PIPE 17 44.66 18 4.42 2.50 3.51 332.80 334.74 2.50 0.10 334.84 0.177 332.85 PIPE 18 20.95 18 4.44 2.51 16.38 332.85 334.91 2.51 0.10 335.01 0.179 333.36 PIPE 19 43.47 18 1.68 0.91 2.76 332.25 334.01 0.91 0.01 334.02 0.024 332.28 PIPE 20 15.43 18 0.91 0.52 5.35 332.28 334.03 0.52 0.00 334.03 0.008 332.32 PIPE 21 25.44 18 0.85 0.48 5.10 332.28 334.03 0.48 0.00 334.03 0.007 332.34 PIPE 22 26.28 18 2.16 1.22 3.55 332.25 334.01 1.22 0.02 334.03 0.042 332.28 PIPE 23 30.94 18 1.45 1.04 3.27 332.47 333.59 1.03 0.02 333.60 0.023 332.50 PIPE 24 9.89 18 0.93 0.67 5.78 332.47 333.59 0.66 0.01 333.59 0.01 332.50 PIPE 25 29.07 18 0.69 0.45 4.35 332.25 333.50 0.45 0.00 333.50 0.004 332.30 PIPE 26 14.02 18 0.83 0.54 6.27 332.25 333.50 0.53 0.00 333.50 0.006 332.30 PIPE 27 15.00 18 0.62 2.20 6.06 333.20 333.52 2.21 0.08 333.60 0.333 333.25 Line ID HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft) PIPE 1 331.71 j 337.78 5.73 6.14 0.59 332.30 0.825 0.78 0.577 1.00 z n/a PIPE 2 333.41 336.85 3.10 2.28 0.08 333.50 0.114 0.114 0.3 1 0.08 PIPE 3 333.54 338.77 4.80 1.80 0.05 333.59 0.073 0.062 0.056 1 0.05 PIPE 4 333.68 339.11 4.51 1.33 0.03 333.70 0.064 0.036 0.108 1 0.03 PIPE 5 333.71 337.78 3.16 1.33 0.03 333.73 0.062 0.06 0.006 1 0.03 PIPE 6 332.10 337.77 5.67 2.31 0.08 332.18 0.15 0.15 0.063 1 0.08 PIPE 7 332.48 338.21 5.46 2.49 0.10 332.58 0.135 0.135 0.325 0.15 0.01 PIPE 8 332.90 337.62 4.22 3.22 0.16 333.06 0.24 0.192 0.46 1 0.16 PIPE 9 333.92 338.79 5.04 2.40 0.09 334.01 0.163 0.163 0.516 1 0.09 PIPE 10 334.09 338.52 4.02 1.20 0.02 334.12 0.032 0.029 0.096 1 0.02 PIPE 11 334.24 338.78 3.63 1.74 0.05 334.28 0.107 0.061 0.155 0.42 0.02 PIPE 12 334.27 338.20 3.03 1.71 0.05 334.32 0.101 0.1 0.016 1 0.05 PIPE 13 334.12 337.61 3.08 0.68 0.01 334.13 0.01 0.01 0.003 1 0.01 PIPE 14 333.33 337.34 3.84 2.21 0.08 333.40 0.109 0.109 0.2 1 0.08 PIPE 15 334.02 337.76 3.86 2.28 0.08 334.10 0.147 0.147 0.52 0.15 0.01 PIPE 16 334.64 338.15 3.85 2.47 0.10 334.74 0.173 0.173 0.611 1 0.1 PIPE 17 334.82 338.18 3.83 2.50 0.10 334.91 0.177 0.177 0.079 1 0.1 PIPE 18 334.95 337.68 2.82 2.51 0.10 335.05 0.179 0.179 0.037 1 0.1 PIPE 19 334.02 338.22 4.44 0.91 0.01 334.03 0.024 0.024 0.01 1 0.01 PIPE 20 334.03 336.86 3.04 0.51 0.00 334.03 0.008 0.008 0.001 1 0 PIPE 21 334.03 336.92 3.08 0.48 0.00 334.03 0.007 0.007 0.002 1 0 PIPE 22 334.02 336.86 3.08 1.22 0.02 334.04 0.042 0.042 0.011 1 0.02 PIPE 23 333.60 337.03 3.03 1.05 0.02 333.61 0.024 0.024 0.007 1 0.02 PIPE 24 333.59 337.03 3.03 0.68 0.01 333.59 0.01 0.01 0.001 1 0.01 PIPE 25 333.50 336.86 3.06 0.46 0.00 333.50 0.005 0.005 0.001 1 0 PIPE 26 333.49 336.86 3.06 0.55 0.00 333.50 0.007 0.006 0.001 1 0 PIPE 27 333.58 337.77 3.02 2.20 0.08 333.65 0.329 0.331 0.05 1 0.08 Notes: j-Line contains hyd. Jump z-Zero Junction Loss PIPE 1SUMPUPSTREAMMANHOLE PIPE 2PIPE 3PIPE 4TANDRAKE AVENUEDOWNSTREAMMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLE PIPE 5DOWNSTREAMMANHOLECB-7 PIPE 6PIPE 7PIPE 8DOWNSTREAMMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLEEVANDARR STREET PIPE 9PIPE 10PIPE 11PIPE 12DOWNSTREAMMANHOLEMANHOLEMANHOLEMANHOLEZIGFRIED AVENUE PIPE 13DOWNSTREAMMANHOLECB-1 PIPE 14DOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 15PIPE 16BUENA VISTA ROADDOWNSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLE PIPE 17DOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 18DOWNSTREAMMANHOLECB-12 PIPE 19DOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 20DOWNSTREAMMANHOLECB-3 PIPE 21DOWNSTREAMMANHOLECB-4 PIPE 22DOWNSTREAMMANHOLECB-5 PIPE 23DOWNSTREAMMANHOLECB-5B-9 PIPE 24DOWNSTREAMMANHOLECB-8 PIPE 25CB-10DOWNSTREAMMANHOLE PIPE 26DOWNSTREAMMANHOLECB-11 PIPE 27DOWNSTREAMMANHOLECB-6 BASIN EXHIBITS TRACT 6577 BASIN SIZING CALCULATIONS 1 334.0 333.0 325.0 329.0 8.0 feet Abtm = 23,560 sq ft = 0.54 acres Amid = 29,053 sq ft = 0.67 acres Atop = 34,995 sq ft = 0.80 acres Provided Sump Capacity =233,022 Cu. FT 5.35 AC-FT EXISTING UNIT 6 C x A = UNITS 1-5 R-1, 6000 SF 0.42 R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 49.44 18.79 R-1, 8125 SF 0.37 12.76 4.72 R-1, 8750 SF 0.36 10.42 3.75 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 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 0.85 4.85 3.46 7.06 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 =34.32 EXISTING UNITS 1-5 UNIT 6 Total 54.29 26.64 =Acres 80.93 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =5.15 AC-FT 0.20 AC-FT AC-FTTotal Difference of Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Volume = 1/6 x (0.54+2.67+0.80) x 8.0 = 1/6 x (4.01) x 8.0 Required Sump Capacity Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level TABLE OF RUNOFF COEFFICIENTS Water Surface Elev =Bottom Basin Elev = Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Starting HGL = DRAINAGE EXHIBITS