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HomeMy WebLinkAboutTract 7152 and 7153 Drainage Study 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 5 Soil Map .................................................................................................. back of report Hydrology Calculations ........................................................................... back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ............................................................................ sleeve in back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report 2020 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 15% of the site is Soil Group C – Panoche clay loam, 0 to 2 percent slopes and the remaining area is Soil Group A – Wasco sandy loam. 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. 0.10 - Water well B. 0.40 - R-1, 6750 SF C. 0.42 - R-1, 6000 SF D. 0.85 - Pavement w/ Landscaping E. 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 with collector & arterial streets 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 Seton Street and Tract 6892 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 South Pacific Railroad tracks, to the north by Tract 6892 & Future Tract 6939, to the south by East Wilson Road and to the west by South Fairfax Road that takes storm drain runoff into the Basin Drainage Area. Catch Basin #14, part of Tract 7153, is the most upstream end of the proposed storm drain system which collects a portion of East Wilson Road and residential lots (Drainage Area 1). This runoff is conveyed northerly towards Seton Street via 18” lines (Pipes 34 to 31). Drainage Areas 3, 4, and 5 (CB #22, CB #23, & CB #24) will discharge into catch basins located on Creighton Avenue and at the knuckle with Seton Street. Area 5 has its own weighted coefficient value from the water well site and a few residential lots. The storm drain line (Pipes 22 to 19) along Seton Street will collect discharge from Drainage Areas 6 to 11 with catch basins located at several intersections within the tract. The cumulative flow from Tract 7153 will confluence at the upstream end of a 24” RCP (Pipe 18) at the T-intersection of Wharton Way Avenue and Seton Street. This discharge will ultimately conveyed westerly towards Regis Road. Manhole #12, point of connection, on Akero Avenue will send the discharge from Tract 6892 (part of an Approved Drainage Study) into the Tract 7152 storm drain system via a 24” pipe. Two catch basins (CB #1 & CB #2) will be located at the T-intersection near Akero Avenue will collect the discharge produced by Area A and Area B. CB #3 will collect the discharge produced by Area C on 4 Georgetown Drive which then confluences with the runoff from Tract 7153 into Pipe 43. The cumulative runoff of Areas A-C and Tract 7153 is conveyed westerly towards the knuckle of Xavier Avenue and Georgetown Drive through a pair of 24” lines (Pipes 6 & 7). Drainage Area D has its own weighted coefficient value from portions of South Fairfax Road and several residential lots. The storm drain line (Pipes 6 to 3) along Xavier Avenue will collect discharge from Drainage Areas D, E, F, G, & K at catch basins located at several intersections. Catch Basins #1 & #2 are the most upstream end of the proposed storm drain system in Tract 7152 which collects runoff from Drainage Area H. Drainage Areas I and L have its own weighted coefficient value from portions of East Wilson Road and the residential lots. Drainage Areas I and J will discharge into catch basins (CB #10 & CB #11) located at the T-intersection of Regis Road and Pepperdine Place. The discharge produced by Areas H, I, J, and Tract 7153 will be conveyed through a series of 24” lines (Pipe 11, 12, & 13) to Xavier Avenue. The midway point between Regis Road and Swarthmore Street, on Xavier Avenue, will be confluence for the entire storm drain system prior to discharging into the sump through Catch Basin #8. East Wilson Road and South Fairfax Road will have its own weighted coefficient value from the landscaping and the roadway pavement. CB #13 will collect the discharge produced by South Fairfax Road and East Wilson Road which will directly discharge into the sump through an 18” RCP. The proposed storm drain system will not handle addition runoff from future Tract 6939 thus it will also not be extended with any later drainage improvement plans. The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined based the 5-year storm event. The proposed retention basin will be located on the southwest corner of Tract 7152, adjacent to East Wilson Road and South Fairfax Road. The required sump capacity for Tract 7152 & 7153 is 5.05 acre-feet (AF) with the Approved Study for Tract 6892 producing a discharge volume of 2.09 AF. A temporary sump will be constructed with Phase 3 of Tract 6892 until the sump and storm drain system of Tract 7152 have been constructed. This tract will connect with the sump through a backbone of the storm drain system (from the point of connection to sump) once constructed. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The basin will be buildout to accommodate the runoff from Tracts 6892, 7152, & 7153. The total contributing areas equal 108.42 acres; this acreage is divided into the areas as noted below. The area of the water well sites & proposed basin were 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 TRACTS 7152 & 7153 Water well 0.65 0.10 0.10 R-1, 6750 SF 19.17 0.40 7.67 R-1, 6000 SF 50.39 0.42 21.16 East Wilson Road and South Fairfax Road (w/ Landscaping) 5.57 0.85 4.73 TRACT 7152 & 7153 Ʃ(CXA) = 33.66 VOLUME REQUIRED (AF) = 5.05 5 TRACT 6892 (per Approved Study) R-1, 6000 SF 32.23 0.42 13.54 Pavement, drives, and roofs 0.41 0.95 0.39 TRACT 6892 Ʃ(CXA) = 13.93 ALL TRACTS Ʃ(CXA) = 47.59 TOTAL (AC) 108.42 VOLUME REQUIRED (AF) = 7.14 * COMPOSITE OF THE LANDSCAPING & HARDSCAPING WAS CALCULATED FOR E. WILSON ROAD AND S. FAIRFAX ROAD 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 the flow 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 4.25’ above the basin bottom (391.50). 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4.25’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP, 24” RCP and 30” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. The HGL tying into the existing storm drain system for Tract 6892 (Manhole #12) was calculated to be at an elevation of 404.33’ per the Approved Study [See Reference – downstream end of Pipe 2]. The calculations sized the proposed storm drain system for Tract 7152 to keep the HGL at or below the elevation for Manhole #12. The proposed 24” RCP (Pipe 10) ties into this manhole with an upstream HGL of 403.27’. The difference is 1.06’ lower than initially calculated in the Approved Study thus the proposed system will not adversely affect the existing storm drain lines. 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 depth of the basin is +14 deep with a design water surface elevation (DWS) of 400’. The DWS was established by the lowest catch basin flowline elevation from all three tracts with it being located on East Wilson Road, Catch Basin #13. The basin will have a total water depth of 8.5’ with a minimum of 1’ of freeboard. The overall basin will be able to store 7.50 AF of storm water. The required volume for all tracts is 7.14 AF which has an excess volume of 0.36 AF. 2020 SOIL MAP 2020 Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2020 Page 1 of 43911600391170039118003911900391200039121003911500391160039117003911800391190039120003912100324400324500324600324700324800324900325000325100325200 324400 324500 324600 324700 324800 324900 325000 325100 325200 35° 20' 13'' N 118° 55' 58'' W35° 20' 13'' N118° 55' 20'' W35° 19' 53'' N 118° 55' 58'' W35° 19' 53'' N 118° 55' 20'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,400 if printed on A landscape (11" x 8.5") 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 9, 2020—Feb 25, 2020 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 6/15/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 211 Panoche clay loam, 0 to 2 percent slopes C 12.1 15.2% 243 Wasco sandy loam A 67.4 84.8% Totals for Area of Interest 79.5 100.0% 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 6/15/2020 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 6/15/2020 Page 4 of 4 HYDROLOGY CALCULATIONS 2020 CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:Tracts 7152 & 7153 R-1, 6750 SF 0.4 DATE:Jun-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 Water Well Site 0.1 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 with Landscaping 0.9 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. EX. TRACT 6892 0.43 0.79 32.64 36.45 11.04 60 N/A 36.45 PIPE 10 692 3.52 3.28 24 39.73 PIPE 9 0.43 0.74 32.64 43 10.37 3.30 39.73 0.22 24 39.95 AREA A 0.42 1.19 2.64 20.69 725 4.30 0.59% 1.32 60 2.12 20.69 15 5.69 3.21 PIPE 41 15 0.75 0.34 18 21.03 AREA B 0.26 1.35 2.02 17.56 229 0.60 0.26% 0.71 60 1.49 17.79 15 2.56 2.99 PIPE 50 25 0.40 1.03 18 18.82 PIPE 8 0.42 0.74 37.30 227 11.53 3.67 39.95 1.03 24 40.98 AREA C 0.42 1.28 2.36 18.95 470 1.78 0.38% 1.27 60 1.98 18.95 15 3.95 3.27 PIPE 44 15 0.72 0.35 18 19.30 PIPE 43 0.42 1.26 2.36 43 1.25 0.71 19.30 1.01 18 20.31 PIPE 7 0.42 0.72 39.66 511 12.04 3.83 40.98 2.22 24 43.20 Tc CALCULATIONS Tracts 7152 & 7153 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 2020 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. Tracts 7152 & 7153 PIPE 6 0.42 0.70 39.66 150 11.58 3.69 43.20 0.68 24 43.88 AREA D 0.51 1.27 3.46 19.15 583 3.60 0.62% 2.23 60 2.34 19.15 15 4.15 3.82 PIPE 46 25 1.26 0.33 18 19.48 PIPE 45 0.51 1.25 3.46 53 2.20 1.24 19.48 0.71 18 20.19 PIPE 5 0.43 0.69 43.12 87 12.66 4.03 43.88 0.36 24 44.24 AREA E 0.45 1.48 1.44 15.45 52 0.23 0.44% 0.97 60 1.92 15.45 15 0.45 3.05 PIPE 47 25 0.55 0.77 18 16.22 AREA F 0.42 1.13 6.08 22.09 1036 5.50 0.53% 2.89 60 2.43 22.09 15 7.09 4.11 PIPE 48 15 1.64 0.15 18 22.24 PIPE 4 0.43 0.68 50.64 96 14.78 3.01 44.24 0.53 30 44.77 AREA G 0.42 1.13 6.11 22.12 1040 6.71 0.65% 2.91 60 2.44 22.12 15 7.12 4.12 PIPE 49 15 1.64 0.15 18 22.27 PIPE 3 0.43 0.68 56.75 372 16.39 3.34 44.77 1.86 30 46.63 AREA 1 0.49 1.09 5.88 23.37 1232 6.49 0.53% 3.11 60 2.45 23.37 15 8.37 4.17 PIPE 34 15 1.76 0.14 18 23.51 PIPE 33 0.49 1.08 5.88 127 3.09 1.75 23.51 1.21 18 24.72 PIPE 32 0.49 1.04 5.88 166 2.98 1.69 24.72 1.64 18 26.36 PIPE 31 0.49 1.00 5.88 94 2.85 1.61 26.36 0.98 18 27.34 AREA 2 0.40 1.38 1.57 17.17 211 0.67 0.32% 0.87 60 1.62 17.17 15 2.17 3.07 PIPE 37 18 0.49 0.61 18 17.78 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 2020 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. Tracts 7152 & 7153 PIPE 30 0.47 0.97 7.45 61 3.38 1.91 27.34 0.53 18 27.87 AREA 3 0.41 1.14 7.28 22.04 1045 4.73 0.45% 3.35 60 2.47 22.04 15 7.04 4.24 PIPES 24 & 25 234 1.90 2.06 18 24.10 AREA 4 0.42 1.17 3.10 21.26 815 3.91 0.48% 1.52 61 2.17 21.26 15 6.26 3.34 PIPE 26 25 0.86 0.49 18 21.75 AREA 5 0.32 1.45 2.02 16.03 123 0.75 0.61% 0.93 60 1.99 16.01 15 1.03 2.90 PIPE 27 24 0.53 0.76 18 16.77 PIPE 23 0.39 1.06 12.40 72 5.21 2.95 24.10 0.41 18 24.50 PIPE 22 0.39 1.05 12.40 205 5.14 2.91 24.50 1.17 18 25.68 AREA 6 0.40 1.49 0.44 15.34 40 0.59 1.47% 0.26 60 1.97 15.34 15 0.34 1.68 PIPE 28 15 0.15 1.70 18 17.04 AREA 7 0.42 1.14 3.11 21.84 888 4.94 0.56% 1.49 60 2.16 21.84 15 6.84 3.33 PIPE 29 25 0.84 0.49 18 22.33 PIPE 21 0.40 1.02 15.95 98 6.48 2.06 25.68 0.79 24 26.47 AREA 8 0.40 1.41 0.89 16.64 127 0.30 0.24% 0.50 60 1.29 16.64 15 1.64 2.74 PIPE 36 31 0.28 1.79 18 18.43 AREA 9 0.42 1.13 6.24 22.26 1062 5.26 0.50% 2.95 60 2.44 22.26 15 7.26 4.13 PIPE 35 25 1.67 0.25 18 22.51 PIPE 20 0.41 0.99 23.08 322 9.29 2.96 26.47 1.82 24 28.28 AREA 10 0.42 1.12 6.21 22.54 1015 4.39 0.43% 2.91 60 2.24 22.54 15 7.54 4.22 PIPE 39 25 1.65 0.25 18 22.79 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 2020 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. Tracts 7152 & 7153 AREA 11 0.40 1.48 0.45 15.46 40 0.21 0.53% 0.27 60 1.45 15.46 15 0.46 1.82 PIPE 38 15 0.15 1.66 18 17.12 PIPE 19 0.41 0.95 29.74 43 11.49 3.66 28.28 0.19 24 28.48 PIPE 18 0.42 0.94 37.19 229 14.72 4.68 28.48 0.81 24 29.29 AREA H 0.40 1.23 1.83 19.78 467 1.40 0.30% 0.90 60 1.63 19.78 15 4.78 3.10 PIPE 40 15 0.51 0.49 18 20.27 PIPE 17 0.42 0.92 39.02 43 15.09 4.80 29.29 0.15 24 29.44 PIPE 16 0.42 0.92 39.02 115 15.04 4.79 29.44 0.40 24 29.84 PIPE 15 0.42 0.91 39.02 49 14.89 4.74 29.84 0.17 24 30.01 PIPE 14 0.42 0.91 39.02 115 14.83 4.72 30.01 0.40 24 30.42 AREA I 0.56 1.42 2.48 16.56 214 1.41 0.66% 1.98 60 2.28 16.56 15 1.56 3.65 PIPE 42 15 1.12 0.22 18 16.78 AREA J 0.42 1.47 0.68 15.59 55 0.29 0.53% 0.42 60 1.55 15.59 15 0.59 2.21 PIPE 51 25 0.64 0.66 18 23.01 PIPES 12 & 13 0.43 0.90 42.18 800 16.19 5.15 30.42 2.59 24 33.01 PIPE 11 0.43 0.85 42.18 145 15.26 4.86 33.01 0.50 24 33.50 AREA K 0.42 1.13 5.39 22.19 1037 4.88 0.47% 2.56 60 2.41 22.19 15 7.19 4.02 PIPE 52 15 1.45 0.17 18 22.36 PIPE 2 0.43 0.66 104.32 25 29.26 5.96 46.63 0.07 30 46.70 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 2020 60 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. Tracts 7152 & 7153 AREA L 0.41 1.12 2.43 22.35 916 4.29 0.47% 1.12 60 2.08 22.35 15 7.35 3.08 PIPE 1 0.43 0.66 106.75 41 29.88 6.09 46.70 0.11 30 46.81 OFF-SITE AREA 0.85 1.80 2.67 10.00 1000 2.55 0.26% 4.09 60 1.88 10.00 0 8.85 4.91 PIPE A 51 2.31 0.36 18 10.36 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 2020 INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-14: Drainage Area 1> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.11 Highlighted Q Total (cfs) = 3.11 Q Capt (cfs) = 3.11 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.97 Efficiency (%) = 100 Gutter Spread (ft) = 5.50 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-15: Drainage Area 2> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.87 Highlighted Q Total (cfs) = 0.87 Q Capt (cfs) = 0.87 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.70 Efficiency (%) = 100 Gutter Spread (ft) = 3.22 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-24: Drainage Area 3> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.35 Highlighted Q Total (cfs) = 3.35 Q Capt (cfs) = 3.35 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.17 Efficiency (%) = 100 Gutter Spread (ft) = 5.71 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-22: Drainage Area 4> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.52 Highlighted Q Total (cfs) = 1.52 Q Capt (cfs) = 1.52 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.46 Efficiency (%) = 100 Gutter Spread (ft) = 3.99 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Nov 23 2020 CB-23: Drainage Area 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) = 0.020 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) = 0.93 Highlighted Q Total (cfs) = 0.93 Q Capt (cfs) = 0.93 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.77 Efficiency (%) = 100 Gutter Spread (ft) = 3.30 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, Jun 15 2020 CB-21: Drainage Area 6> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.26 Highlighted Q Total (cfs) = 0.26 Q Capt (cfs) = 0.26 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.76 Efficiency (%) = 100 Gutter Spread (ft) = 2.28 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-20: Drainage Area 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) = 0.020 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) = 1.49 Highlighted Q Total (cfs) = 1.49 Q Capt (cfs) = 1.49 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.43 Efficiency (%) = 100 Gutter Spread (ft) = 3.96 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-19: Drainage Area 8> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.50 Highlighted Q Total (cfs) = 0.50 Q Capt (cfs) = 0.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.17 Efficiency (%) = 100 Gutter Spread (ft) = 2.70 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-18: Drainage Area 9> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.95 Highlighted Q Total (cfs) = 2.95 Q Capt (cfs) = 2.95 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.83 Efficiency (%) = 100 Gutter Spread (ft) = 5.37 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-16: Drainage Area 103> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.91 Highlighted Q Total (cfs) = 2.91 Q Capt (cfs) = 2.91 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.80 Efficiency (%) = 100 Gutter Spread (ft) = 5.33 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-17: Drainage Area 11> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.27 Highlighted Q Total (cfs) = 0.27 Q Capt (cfs) = 0.27 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.78 Efficiency (%) = 100 Gutter Spread (ft) = 2.30 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-2: Drainage Area A> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.32 Highlighted Q Total (cfs) = 1.32 Q Capt (cfs) = 1.32 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.24 Efficiency (%) = 100 Gutter Spread (ft) = 3.77 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Nov 23 2020 CB-1: Drainage Area B> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.71 Highlighted Q Total (cfs) = 0.71 Q Capt (cfs) = 0.71 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.48 Efficiency (%) = 100 Gutter Spread (ft) = 3.01 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, Jun 15 2020 CB-3: Drainage Area C> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.27 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- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-4: Drainage Area D> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.23 Highlighted Q Total (cfs) = 2.23 Q Capt (cfs) = 2.23 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.18 Efficiency (%) = 100 Gutter Spread (ft) = 4.71 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-5: Drainage Area E> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.97 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- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-6: Drainage Area F> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.89 Highlighted Q Total (cfs) = 2.89 Q Capt (cfs) = 2.89 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.78 Efficiency (%) = 100 Gutter Spread (ft) = 5.31 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-7: Drainage Area G> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.91 Highlighted Q Total (cfs) = 2.91 Q Capt (cfs) = 2.91 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.80 Efficiency (%) = 100 Gutter Spread (ft) = 5.33 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-12: Drainage Area H> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.74 Efficiency (%) = 100 Gutter Spread (ft) = 3.26 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-11: Drainage Area I> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.98 Highlighted Q Total (cfs) = 1.98 Q Capt (cfs) = 1.98 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.94 Efficiency (%) = 100 Gutter Spread (ft) = 4.47 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-10: Drainage Area J> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.42 Highlighted Q Total (cfs) = 0.42 Q Capt (cfs) = 0.42 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.04 Efficiency (%) = 100 Gutter Spread (ft) = 2.57 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-9: Drainage Area K> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.56 Highlighted Q Total (cfs) = 2.56 Q Capt (cfs) = 2.56 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.49 Efficiency (%) = 100 Gutter Spread (ft) = 5.02 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-8: Drainage Area L> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.12 Highlighted Q Total (cfs) = 1.12 Q Capt (cfs) = 1.12 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.01 Efficiency (%) = 100 Gutter Spread (ft) = 3.53 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Jun 15 2020 CB-13: OFF-SITE AREA> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.020 Slope, Sx (ft/ft) = 0.083 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.09 Highlighted Q Total (cfs) = 4.09 Q Capt (cfs) = 4.09 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.77 Efficiency (%) = 100 Gutter Spread (ft) = 6.30 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- 2020 HYDRAULIC CALCULATIONS AND PIPE PROFILES 2020 TRACTS 7152 & 7153 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 41.35 30 29.88 6.09 11.05 391.95 395.75 6.09 0.58 396.33 0.531 391.98 PIPE 2 25.00 30 29.26 5.96 11.60 391.98 396.06 5.96 0.55 396.61 0.509 392.00 PIPE 3 372.05 30 16.39 3.34 11.65 392.00 396.74 3.34 0.17 396.91 0.160 392.30 PIPE 4 95.50 30 14.78 3.01 11.10 392.30 397.50 3.01 0.14 397.64 0.130 392.37 PIPE 5 87.25 24 12.66 3.95 6.41 392.37 397.77 3.95 0.24 398.01 0.301 392.44 PIPE 6 150.00 24 11.58 3.69 6.40 392.44 398.27 3.69 0.21 398.48 0.262 392.56 PIPE 7 511.02 24 12.04 3.83 6.41 392.56 398.88 3.83 0.23 399.11 0.283 392.97 PIPE 8 227.45 24 11.53 3.67 7.50 392.97 400.55 3.67 0.21 400.76 0.260 393.22 PIPE 9 42.74 24 10.37 3.30 7.73 393.22 401.36 3.30 0.17 401.53 0.210 393.27 PIPE 10 692.36 24 11.04 3.51 7.49 393.27 401.61 3.51 0.19 401.81 0.238 394.03 PIPE 11 145.20 24 15.26 4.87 7.74 392.00 396.74 4.87 0.37 397.10 0.458 392.17 PIPE 12 408.51 24 16.19 5.17 7.51 392.17 397.77 5.17 0.42 398.18 0.515 392.62 PIPE 13 391.98 24 16.19 5.17 7.66 392.62 399.94 5.17 0.42 400.35 0.515 393.07 PIPE 14 114.51 24 14.83 4.73 7.32 393.07 402.37 4.73 0.35 402.72 0.432 393.19 PIPE 15 49.50 24 14.89 4.75 7.19 393.19 403.13 4.75 0.35 403.48 0.436 393.24 PIPE 16 115.14 24 15.04 4.80 7.60 393.24 403.61 4.80 0.36 403.96 0.445 393.37 PIPE 17 42.75 24 15.09 4.82 7.74 393.37 404.48 4.82 0.36 404.84 0.448 393.42 PIPE 18 228.55 24 14.72 4.70 7.48 393.42 405.03 4.70 0.34 405.37 0.426 393.67 PIPE 19 42.75 24 11.49 3.67 7.73 393.67 406.34 3.67 0.21 406.55 0.260 393.72 PIPE 20 322.11 24 9.29 2.97 7.46 393.72 406.67 2.97 0.14 406.80 0.170 394.07 PIPE 21 97.75 24 6.48 2.07 7.59 394.07 407.35 2.07 0.07 407.42 0.083 394.18 PIPE 22 204.59 18 5.14 2.94 3.44 394.18 407.50 2.94 0.13 407.63 0.245 394.40 PIPE 23 72.42 18 5.21 2.97 3.49 394.40 408.12 2.97 0.14 408.26 0.250 394.48 PIPE 24 218.80 18 3.35 1.90 3.69 394.48 408.44 1.90 0.06 408.50 0.102 394.75 PIPE 25 15.03 18 3.35 1.90 3.83 394.75 408.72 1.90 0.06 408.78 0.102 394.77 PIPE 26 25.20 18 1.52 0.86 3.62 394.48 408.44 0.86 0.01 408.45 0.021 394.51 PIPE 27 23.98 18 0.93 0.57 3.71 394.48 408.44 0.57 0.00 408.45 0.009 394.51 PIPE 28 15.16 18 0.26 0.15 3.82 394.18 407.50 0.15 0.00 407.50 0.001 394.20 PIPE 29 25.00 18 1.49 0.85 3.64 394.18 407.50 0.85 0.01 407.51 0.020 394.21 PIPE 30 61.27 18 3.38 1.91 3.79 393.67 406.34 1.91 0.06 406.40 0.104 393.75 PIPE 31 94.34 18 2.85 1.61 3.42 393.75 406.47 1.61 0.04 406.51 0.074 393.85 PIPE 32 166.13 18 2.98 1.70 3.46 393.85 406.57 1.70 0.04 406.62 0.082 394.03 PIPE 33 127.16 18 3.09 1.75 3.48 394.03 406.75 1.75 0.05 406.80 0.087 394.17 PIPE 34 15.01 18 3.11 1.76 3.83 394.17 406.91 1.76 0.05 406.96 0.088 394.19 PIPE 35 25.10 18 2.95 1.67 3.63 394.07 407.35 1.67 0.04 407.39 0.079 394.10 PIPE 36 30.55 18 0.50 0.28 3.29 394.07 407.35 0.28 0.00 407.35 0.002 394.10 PIPE 37 17.93 18 0.87 0.48 3.51 393.75 406.47 0.48 0.00 406.47 0.006 393.77 PIPE 38 15.01 18 0.27 0.15 3.83 393.72 406.67 0.15 0.00 406.67 0.001 393.74 PIPE 39 25.00 18 2.91 1.65 3.64 393.72 406.67 1.65 0.04 406.71 0.077 393.75 PIPE 40 15.00 18 0.90 0.51 4.70 393.42 405.03 0.51 0.00 405.03 0.007 393.45 PIPE 41 15.00 18 1.32 0.75 3.83 393.22 401.36 0.75 0.01 401.36 0.016 393.24 PIPE 42 15.01 18 1.98 1.13 3.83 393.07 402.37 1.13 0.02 402.39 0.036 393.09 PIPE 43 42.75 18 1.25 0.71 2.78 392.97 400.55 0.71 0.01 400.56 0.014 393.00 PIPE 44 15.00 18 1.27 0.72 3.83 393.00 400.57 0.72 0.01 400.58 0.015 393.02 PIPE 45 52.75 18 2.20 1.25 3.54 392.44 398.27 1.25 0.02 398.30 0.044 392.50 PIPE 46 25.00 18 2.23 1.26 3.64 392.50 398.32 1.26 0.02 398.35 0.045 392.53 PIPE 47 25.15 18 0.97 0.57 3.63 392.37 397.77 0.57 0.00 397.77 0.009 392.40 PIPE 48 15.00 18 2.89 1.64 3.84 392.37 397.77 1.64 0.04 397.81 0.076 392.39 PIPE 49 15.00 18 2.91 1.65 3.84 392.30 397.50 1.65 0.04 397.55 0.077 392.32 PIPE 50 25.00 18 0.71 0.40 3.64 392.22 401.36 0.40 0.00 401.36 0.005 392.25 PIPE 51 24.99 18 0.42 0.24 3.64 392.07 402.37 0.24 0.00 402.37 0.002 392.10 PIPE 52 15.01 18 2.56 1.45 3.83 392.00 396.74 1.45 0.03 396.77 0.059 392.02 PIPE A 50.54 18 4.09 3.38 31.51 391.95 395.75 2.31 0.08 395.83 0.152 396.50 2020 3. TRACTS 7152 & 7153 HYDRAULIC CALCULATIONS (OUTPUT) Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE 1 395.97 403.77 9.29 6.09 0.58 396.55 0.531 0.531 0.220 0.15 0.09 PIPE 2 396.18 404.20 9.70 5.96 0.55 396.74 0.509 0.509 0.127 1 0.55 PIPE 3 397.33 402.59 7.79 3.34 0.17 397.50 0.160 0.160 0.594 1 0.17 PIPE 4 397.63 402.40 7.53 3.01 0.14 397.77 0.130 0.130 0.124 1 0.14 PIPE 5 398.03 402.77 8.33 3.95 0.24 398.27 0.301 0.301 0.262 1 0.24 PIPE 6 398.67 403.13 8.57 3.69 0.21 398.88 0.262 0.262 0.393 1 0.21 PIPE 7 400.33 405.01 10.04 3.83 0.23 400.55 0.283 0.283 1.448 1 0.23 PIPE 8 401.15 405.54 10.32 3.67 0.21 401.36 0.260 0.260 0.591 1 0.21 PIPE 9 401.45 405.84 10.57 3.30 0.17 401.61 0.210 0.210 0.090 1 0.17 PIPE 10 403.27 412.50 16.47 3.51 0.19 403.46 0.238 0.238 1.650 1 0.19 PIPE 11 397.40 404.62 10.45 4.87 0.37 397.77 0.458 0.458 0.665 1 0.37 PIPE 12 399.87 405.84 11.22 5.17 0.41 400.29 0.515 0.515 2.104 0.15 0.06 PIPE 13 401.95 406.31 11.24 5.17 0.41 402.37 0.515 0.515 2.019 1 0.41 PIPE 14 402.87 406.80 11.61 4.73 0.35 403.21 0.432 0.432 0.495 0.75 0.26 PIPE 15 403.34 406.99 11.75 4.75 0.35 403.69 0.436 0.436 0.216 0.75 0.26 PIPE 16 404.12 407.74 12.37 4.80 0.36 404.48 0.445 0.445 0.512 1 0.36 PIPE 17 404.67 407.71 12.29 4.82 0.36 405.03 0.448 0.448 0.191 1 0.36 PIPE 18 406.00 410.76 15.09 4.70 0.34 406.34 0.426 0.426 0.974 1 0.34 PIPE 19 406.46 410.46 14.74 3.67 0.21 406.67 0.260 0.260 0.111 1 0.21 PIPE 20 407.21 410.76 14.69 2.97 0.14 407.35 0.170 0.170 0.548 1 0.14 PIPE 21 407.43 410.75 14.57 2.07 0.07 407.50 0.083 0.083 0.081 1 0.07 PIPE 22 408.00 409.83 13.93 2.94 0.13 408.14 0.245 0.245 0.502 0.91 0.12 PIPE 23 408.30 410.72 14.74 2.97 0.14 408.44 0.250 0.250 0.181 1 0.14 PIPE 24 408.66 411.74 15.49 1.90 0.06 408.72 0.102 0.102 0.223 1 0.06 PIPE 25 408.74 411.48 15.21 1.90 0.06 408.79 0.102 0.102 0.015 1 0.06 PIPE 26 408.45 410.28 14.27 0.86 0.01 408.46 0.021 0.021 0.005 1 0.01 PIPE 27 408.44 410.05 14.04 0.57 0.00 408.45 0.009 0.009 0.002 1 0 PIPE 28 407.50 410.21 14.51 0.15 0.00 407.50 0.001 0.001 0.000 1 0 PIPE 29 407.50 410.19 14.48 0.85 0.01 407.51 0.020 0.020 0.005 1 0.01 PIPE 30 406.41 410.55 15.30 1.91 0.06 406.47 0.104 0.104 0.063 1 0.06 PIPE 31 406.53 410.86 15.51 1.61 0.04 406.58 0.074 0.074 0.070 0.95 0.04 PIPE 32 406.71 411.76 16.23 1.70 0.04 406.75 0.082 0.082 0.136 1 0.04 PIPE 33 406.86 410.64 14.97 1.75 0.05 406.91 0.087 0.087 0.111 1 0.05 PIPE 34 406.93 409.64 13.95 1.76 0.05 406.97 0.088 0.088 0.013 1 0.05 PIPE 35 407.37 410.05 14.45 1.67 0.04 407.41 0.079 0.079 0.020 1 0.04 PIPE 36 407.35 410.14 14.54 0.28 0.00 407.35 0.002 0.002 0.001 1 0 PIPE 37 406.47 410.11 14.84 0.48 0.00 406.47 0.006 0.006 0.001 1 0 PIPE 38 406.67 410.09 14.85 0.15 0.00 406.67 0.001 0.001 0.000 1 0 PIPE 39 406.68 409.95 14.70 1.65 0.04 406.73 0.077 0.077 0.019 1 0.04 PIPE 40 405.03 407.29 12.34 0.51 0.00 405.03 0.007 0.007 0.001 1 0 PIPE 41 401.36 405.12 10.38 0.75 0.01 401.37 0.016 0.016 0.002 1 0.01 PIPE 42 402.38 405.90 11.31 1.13 0.02 402.40 0.036 0.036 0.005 1 0.02 PIPE 43 400.56 405.16 10.66 0.71 0.01 400.57 0.014 0.014 0.006 1 0.01 PIPE 44 400.57 404.67 10.15 0.72 0.01 400.58 0.015 0.015 0.002 1 0.01 PIPE 45 398.30 402.89 8.89 1.24 0.02 398.32 0.044 0.044 0.023 1 0.02 PIPE 46 398.33 402.35 8.32 1.26 0.02 398.36 0.045 0.045 0.011 1 0.02 PIPE 47 397.77 401.97 8.07 0.57 0.00 397.78 0.009 0.009 0.002 1 0 PIPE 48 397.78 401.97 8.08 1.64 0.04 397.82 0.076 0.076 0.011 1 0.04 PIPE 49 397.52 401.95 8.13 1.65 0.04 397.56 0.077 0.077 0.012 1 0.04 PIPE 50 401.36 405.12 11.37 0.40 0.00 401.36 0.005 0.005 0.001 1 0 PIPE 51 402.37 405.88 12.28 0.24 0.00 402.37 0.002 0.002 0.000 1 0 PIPE 52 396.74 403.81 10.29 1.45 0.03 396.78 0.059 0.059 0.009 1 0.03 PIPE A 397.27 401.33 3.33 4.45 0.31 397.58 0.546 0.349 0.176 1 n/a 2020 0.05 PIPE 1PIPE 2SUMPCB-8UPSTREAM MANHOLE PIPE 3PIPE 4PIPE 5PIPE 6XAVIER AVENUEDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREMANHOLEDOWNSTREMANHOLEDOWNSTREMANHOLE PIPE 7PIPE 43GEORGETOWN DRIVEDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE PIPE 8PIPE 9DOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE AKERO AVENUEPIPE 10DOWNSTREAMMANHOLEPOINT OF CONNECTION MANHOLE #12 (TR 6892) PIPE 11DOWNSTREAMMANHOLEUPSTREAM MANHOLE REGIS ROADPIPE 12PIPE 13PIPE 14DOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLEUPSTREAM MANHOLE PIPE 15PIPE 16DOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE PIPE 17PIPE 18WHARTON WAYDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE PIPE 19PIPE 20PIPE 21PIPE 22SETON STREETDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE PIPE 23PIPE 24CREIGHTON AVENUEDOWNSTREAMMANHOLEUPSTREAM MANHOLEDOWNSTREAMMANHOLE PIPE 25DOWNSTREAMMANHOLECB-24 PIPE 26DOWNSTREAMMANHOLECB-22 PIPE 27DOWNSTREAMMANHOLE CB-23 PIPE 28DOWNSTREAMMANHOLE CB-21 PIPE 29DOWNSTREAMMANHOLE CB-20 PIPE 30PIPE 31DOWNSTREAMMANHOLEUPSTREAM MANHOLEUPSTREAM MANHOLE PIPE 32DOWNSTREAMMANHOLEUPSTREAM MANHOLE PIPE 33DOWNSTREAMMANHOLEUPSTREAM MANHOLE PIPE 34DOWNSTREAMMANHOLECB-14 PIPE 35DOWNSTREAMMANHOLE CB-18 PIPE 36DOWNSTREAMMANHOLE CB-19 PIPE 37DOWNSTREAMMANHOLE CB-15 PIPE 38DOWNSTREAMMANHOLE CB-17 PIPE 39DOWNSTREAMMANHOLE CB-16 PIPE 40DOWNSTREAMMANHOLE CB-12 PIPE 41DOWNSTREAMMANHOLE CB-2 PIPE 42DOWNSTREAMMANHOLE CB-11 PIPE 44DOWNSTREAMMANHOLE CB-3 PIPE 45DOWNSTREAMMANHOLEUPSTREAM MANHOLE PIPE 46DOWNSTREAMMANHOLE CB-4 PIPE 47DOWNSTREAMMANHOLE CB-5 PIPE 48DOWNSTREAMMANHOLE CB-6 PIPE 49DOWNSTREAMMANHOLE CB-7 PIPE 50DOWNSTREAMMANHOLE CB-1 PIPE 51DOWNSTREAMMANHOLE CB-10 PIPE 52DOWNSTREAMMANHOLE CB-9 DBASIN EXHIBIT 2020 TRACT 6892, 7152, and 7153 BASIN SIZING CALCULATIONS 1 401.00 400.00 391.50 395.75 8.5 feet Abtm = 27,761 sq ft = 0.64 acres Amid = 38,376 sq ft = 0.88 acres Atop = 49,348 sq ft = 1.13 acres Provided Sump Capacity =326,703 Cu. FT 7.50 AC-FT TABLE OF RUNOFF COEFFICIENTS TR 6892 TR 7152 TR 7153 C x A = R-1, 6000 SF 0.42 32.23 28.36 22.03 34.70 R-1, 6750 SF 0.4 5.78 13.39 7.67 R-1, 7500 SF 0.38 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 Well Site 0.1 1.00 0.65 0.17 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 0.41 0.39 Pavement w/ Landscaping 0.85 4.45 1.12 4.73 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 =47.66 TR 6892 TR 7152 TR 7153 Total 32.64 39.59 37.19 Acres 109.42 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =7.15 AC-FT 0.35 AC-FT AC-FTTotal Difference of Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.64+3.52+1.13) x 8.5 = 1/6 x (5.29) x 8.5 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 = Starting HGL Elev = 2020 71532 DRAINAGE EXHIBIT 2020 2020