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HomeMy WebLinkAboutTract 7093 and 7186 Revised Drainage Study 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 5 Soil Map .................................................................................................. back of report Hydrology Calculations ........................................................................... back of report Inlet Sizing Calculations .......................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Basin Exhibit ............................................................................ sleeve in back of report Drainage Exhibit ...................................................................... sleeve in back of report Reference ............................................................................................... back of report 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To provide a storm drainage system in accordance with the City of Bakersfield requirements and guidelines. 2. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. Approximately a 12% of the project is Soil Group A - Wasco sandy loam, overblown, 0 to 2 percent slopes and the remaining area is Soil Group C - Milham 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. 0.34 - R-1, 10,000 S.F. C. 0.37 - R-1, 8,125 S.F. D. 0.85 - Pavement with Landscaping 3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield, Subdivision & Engineering Manual. 4. Sub-areas using multiple run-off coefficients are given a weighted average based on the area relative to each coefficient. 3.0 DESIGN APPROACH This report also studies the required pipe sizes for the main lines leading from Allen Road to the retention basin. The project area for the storm drain improvements are dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Allen Road, to the north by Snow Road, to the south by Olive Drive and to the west by the future extension of Renfro Road that takes storm drain runoff into the Basin Drainage Area. A westerly portion of Allen Road (Area 1) will discharge runoff into CB #1 located behind the cul- de-sac of Altair Court through a storm drain easement. Drainage Area 2 will discharge into a catch basin (CB #2) in the cul-de-sac of Altair Court. CB #3 will collect the discharge produced by Area 3 along Wintersweet Drive. This cumulative runoff will be conveyed southwesterly along Wintersweet Drive through an 18” RCP (Pipe 23) to the T-intersection of Orchard View Drive and Wintersweet Drive. Drainage Areas 4, 5, and 6 (CB #4, CB #5, & CB #6) will discharge catch basins located at the T-intersection of Gladview Lane and Wintersweet Drive. Its discharge will flow easterly via an 18” storm drain line where it will confluence with the runoff from Drainage Area 7. CB #7 will collect the discharge produced by Area 7 on Hickory Wood Lane then flow southerly along Heathland Drive through two 18” RCP (Pipes 20 & 21). Drainage Areas 4 and 7 have its own weighted coefficient value from portions of Snow Road and the residential lots. Drainage Areas 8 will surface flow into a catch basin (CB #8) along Wintersweet Drive. At the T- intersection of Orchard View Drive and Wintersweet Drive, the runoff from Drainage Areas 1 thru 8 will confluence and flow southerly on Orchard View Drive through a 24” RCP (Pipe 17). Drainage Area 9 will discharge into a catch basin (CB #9) on Orchard Estates Way. Drainage Areas 10 and 11 (CB #10 & CB #11) will discharge catch basins located at the T-intersection of Orchard View Drive and Orchard Estates Way. Drainage Area 11 consists of the most of the park on the westerly side. Drainage Area 12 will discharge into a catch basin (CB #12) located at the T-intersection of Orchard View Drive and Almondwood Circle. The cumulative upstream drainage in the storm drain system will then flow westerly on Almondwood Circle through a series of 30” lines (Pipes 7-12). Drainage Areas 13, 14, 16, and 17 will discharge catch basins (CB #13, CB 4 #14, CB #16, & CB #17) along Almondwood Circle between Cedar Post Court and Wanderer Way. CB #15 will collect the discharge produced by Area 15 at the T-intersection of Amberlea Way and King Ranch Drive. This runoff will be conveyed through a series of 18” pipes (Pipes 52- 54) where it confluences with the 30” main line on Almondwood Circle. CB #18 will collect the discharge produced by Area 18 located west of the T-intersection of Wanderer Way and Almondwood Circle. The collective tributary discharge in the storm drain system will flow southerly in a 36” RCP (Pipes 5 & 6) down Wanderer Way to Plum Hallow Avenue. Drainage Areas 19, 20, and 21 will discharge into a series of catch basins (CB #19, CB #20, & CB #21) along Plum Hallow Avenue between Breweron Court and Cedar Post Drive. Catch Basins #22 & #23 are located at the T-intersection of Wanderer Way and Plum Hallow Avenue. A few residential lots will consists of Drainage Area 22. Areas 23a & 23b will comprise of discharge from oportions of Olive Drive and Allen Road along with the southerly lots on Plum Hallow Avenue. The cumulative runoff from these five drainage areas (Areas 19-22) will flow westerly via an 18” RCP (Pipe 56) then confluence with the discharge from the 36” RCP on Wanderer Way. It will continue westerly in a 36” RCP (Pipe 4) along Plum Hallow Avenue. Drainage Area 24 will discharge into a catch basin (CB #24) on Plum Hallow Avenue at Poplar Grove Street. Two catch basins (CB #25 & CB #26) will be located at the knuckle of Almondwood Circle and Plum Hallow Avenue which will collect the discharge produced by Area 25 and Area 26. Drainage Areas 23 and 26 will have its own weighted coefficient value from the Olive Drive and the residential lots. The total runoff from Drainage Areas 1 to 26 will flow westerly through a 42” RCP (Pipe 2) prior to the confluence with the flow conveyed by Pipe 39 and entering the sump. The existing residence (13421 Snow Road) appears to contain their runoff within its own property and will analyzed as a future 10,000 sq ft residential lots. The vacant land, just east of this residence, will be future development but has yet to be laid out and will be accounted for in this study; it's currently maintained & operated by a different owner. Drainage Areas 27, 28, & 29 (CB #27, CB #28, & CB #29) will discharge into catch basins located at the T-intersection of Whitewing Drive and Valley Quail Lane. Drainage Areas 30 & 31 will discharge into two catch basin (CBs #30 & #31) on Valley Quail Lane between Cadence Court and King Ranch Drive. A 24” RCP (Pipe 61) will convey flow collected by these five inlets southerly towards the Valley Quail Lane/King Ranch Drive intersection. CB #32 will collect the discharge from portions of Renfro Road and Snow Road (Drainage Area 32) with this flow discharging southerly through a series of 24” lines (Pipes 47-50). Drainage Area 33 will discharge into a catch basin (CB #33) at the King Ranch Drive entry prior to Valley Quail Lane. The cumulative flow from these two drainage areas will flow easterly via a 24” RCP (Pipe 46). Drainage Areas 30 and 33 have its own weighted coefficient value from portions of Renfro Road and the residential lots. Drainage Areas 33 & 34 will discharge all of its runoff into two catch basins (CB #31 & CB #32) east of Valley Quail Lane on King Ranch Drive. The cumulative discharge from Drainage Areas 27-34 will confluence at the intersection of Valley Quail Lane and King Ranch Drive flow south through a 24” storm drain (Pipe 45). CB #36 will collect the discharge produced by Area 36 at the intersection of Tallwoods Drive and Valley Quail Lane. This collective upstream discharge will flow southerly through a series of 24” lines (Pipes 42-44) and 30” RCP (Pipes 40 & 41) along Valley Quail Lane and Almondwood Circle. Drainage Area 37 will discharge into CB #37 located at the T-intersection of Almondwood Circle and Foxmoor Lane. The collective discharge for Drainage Areas 27 to 37 will be conveyed southerly by a 36” RCP (Pipe 39) where it will confluence with the flow from the 42” RCP (Pipe 2) on Plum Hallow Avenue. This combined flow will discharge directly into the sump through a 48” RCP (Pipe 1) at the middle of the knuckle at Almondwood Circle and Plum Hallow Avenue. 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. 5 The proposed retention basin on the southwest corner of Tract 7093 will handle all of the discharge from the entire development. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing areas equal 153.98 acres; this acreage is divided into the areas as noted below. The area of the proposed basin and Rosedale Ranch – Canal was omitted from this analysis. The coefficient values are provided for each area with the calculations for the required volume is shown below and on the Basin Exhibit. Area Acres Coefficient C x A TRACTS 7093 & 7186 Park 4.95 0.15 0.74 R-1, 10,000 S.F. 83.74 0.34 28.47 R-1, 8,125 S.F. 48.07 0.37 17.79 Pavement with Landscaping 17.22 0.85 14.64 TRACT 7093 & 7186 Ʃ(CXA) = 61.64 TOTAL (AC) 153.98 VOLUME REQUIRED (AF) = 9.25 * 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 discharge. 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. Starting HGL at the basin was estimated to be 5.0’ 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 5.0’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP, 24” RCP, 30” RCP, 36” RCP, 42” RCP, and 48” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole and inlet. 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, shows the designed basin that allows for the expansion to the adjacent northerly tract. The basin will have a total water depth of 10.0’ with a minimum of 1’ of freeboard. The basin for only Tract 7093 & 7186 will be able to store 9.32 AF of runoff water. The depth of the basin is 15 deep with a water surface elevation of 351.8’. The required volume for both tracts is 9.25 AF which has an excess volume of 0.08 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/24/2021 Page 1 of 43921700392180039219003922000392210039222003922300392240039225003922600392170039218003921900392200039221003922200392230039224003922500304100304200304300304400304500304600304700304800304900305000305100305200305300305400305500 304100 304200 304300 304400 304500 304600 304700 304800 304900 305000 305100 305200 305300 305400 305500 35° 25' 39'' N 119° 9' 28'' W35° 25' 39'' N119° 8' 30'' W35° 25' 8'' N 119° 9' 28'' W35° 25' 8'' N 119° 8' 30'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,770 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 13, May 29, 2020 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 2/24/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 196 Milham sandy loam, 0 to 2 percent slopes MLRA 17 C 141.7 87.4% 243 Wasco sandy loam A 20.4 12.6% Totals for Area of Interest 162.2 100.0% 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 2/24/2021 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 2/24/2021 Page 4 of 4 HYDROLOGY CALCULATIONS TRACTS 7093 and 7186 HYDRAULIC CALCULATIONS (INPUT) COMPOSITE R-1, 8125 SF R-1, 10000 SF Parks Pav w/ LS Runoff ©C x A =TOTAL 0.37 0.34 0.15 0.85 AREA 1 0.85 1.15 1.35 1.35 AREA 2 0.34 1.01 2.97 2.97 AREA 3 0.32 1.34 4.15 3.80 0.35 AREA 4 0.40 3.43 8.57 2.30 5.40 0.87 AREA 5 0.29 0.75 2.53 1.93 0.60 AREA 6 0.37 1.91 5.17 5.17 AREA 7 0.54 2.26 4.18 2.53 1.65 AREA 8 0.34 1.97 5.78 5.78 AREA 9 0.35 2.06 5.92 5.82 0.10 AREA 10 0.35 1.29 3.64 3.54 0.10 AREA 11 0.26 0.66 2.50 2.10 0.40 AREA 12 0.34 0.71 2.08 2.08 AREA 13 0.36 1.39 3.91 2.05 1.86 AREA 14 0.33 1.39 4.24 3.44 0.80 AREA 15 0.33 1.01 3.07 2.87 0.20 AREA 16 0.37 1.02 2.77 2.77 AREA 17 0.37 1.04 2.82 2.82 AREA 18 0.36 0.87 2.43 1.53 0.90 AREA 19 0.34 1.34 3.95 3.95 AREA 20 0.37 1.39 3.77 3.77 AREA 21 0.37 1.09 2.94 2.94 AREA 22 0.37 0.75 2.04 2.04 AREA 23a 0.35 1.52 4.40 0.93 3.47 AREA 23b 0.64 4.33 6.77 2.97 3.80 AREA 24 0.37 1.07 2.88 2.88 AREA 25 0.34 1.11 3.31 2.80 0.51 AREA 26 0.40 2.39 6.03 5.70 0.33 AREA 27 0.32 1.59 4.90 4.51 0.39 AREA 28a 0.34 1.54 4.53 4.53 AREA 28b 0.34 2.62 7.71 7.71 AREA 29 0.34 0.49 1.43 1.43 AREA 30 0.42 1.37 3.26 2.74 0.52 AREA 31 0.34 0.94 2.77 2.77 AREA 32a 0.85 0.82 0.97 0.97 AREA 32b 0.85 2.50 2.94 2.94 AREA 33 0.53 1.85 3.49 2.19 1.30 AREA 34 0.34 2.37 6.97 6.97 AREA 35 0.37 1.10 2.96 2.96 AREA 36 0.34 0.43 1.25 1.25 AREA 37 0.35 1.30 3.74 1.00 2.74 AREA A 0.85 1.65 1.94 1.94 AREA B 0.85 0.81 0.95 0.95 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 7093 & 7186 -(REV)R-1, 6750 SF 0.4 DATE:Nov-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 R-1, 12500 SF 0.31 R-1, 15000 SF 0.27 Curve Values R-3, R-4, M-H 0.8 a: 2.38 I=a+bTc (Tc<20min.) Commercial 0.9 b: -0.058 Industrial 0.8 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Parks 0.15 K1: 40.00 (Tc>=20min.) 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 w/ Landscaping 0.85 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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 1 0.85 1.80 1.35 10.00 760 2.49 0.33% 2.07 60 1.98 10.00 0 6.41 3.90 PIPE 27 97 1.17 1.38 18 11.38 PIPE 26 0.85 1.72 1.35 150 1.97 1.12 11.38 2.24 18 13.62 AREA 2 0.34 1.30 2.97 18.59 458 2.26 0.49% 1.31 60 2.12 18.59 15 3.59 3.21 PIPE 33 23 0.74 0.52 18 19.11 PIPE 25 0.50 1.27 4.32 33 2.74 1.55 19.11 0.36 18 19.47 PIPE 24 0.50 1.25 4.32 207 2.69 1.52 19.47 2.27 18 21.73 AREA 3 0.32 1.20 4.15 20.34 534 1.42 0.27% 1.62 60 1.67 20.34 15 5.34 3.83 PIPE 34 34 0.92 0.61 18 20.95 PIPE 23 0.41 1.15 8.47 204 4.02 2.27 21.73 1.50 18 23.23 AREA 4 0.40 1.08 8.57 23.55 951 2.42 0.25% 3.71 60 1.85 23.55 15 8.55 4.76 PIPE 31 45 2.10 0.36 18 23.91 Tc CALCULATIONS TRACTS 7093 & 7186 - Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - AREA 5 0.29 1.39 2.53 16.96 210 0.75 0.36% 1.04 60 1.79 16.96 15 1.96 3.14 PIPE 30 15 0.59 0.44 18 17.40 PIPE 29 0.38 1.07 11.10 58 4.46 1.42 23.91 0.68 24 24.59 AREA 6 0.37 1.10 5.17 23.00 917 2.94 0.32% 2.11 60 1.91 23.00 15 8.00 4.06 PIPE 32 25 1.19 0.35 18 23.35 PIPE 28 0.37 1.05 16.27 257 6.38 2.03 24.59 2.11 24 26.70 AREA 7 0.54 1.32 4.18 18.33 487 2.64 0.54% 2.98 60 2.44 18.33 15 3.33 4.14 PIPE 22 51 1.68 0.51 18 18.84 PIPE 21 0.54 1.29 4.18 390 2.91 1.65 18.84 3.95 18 22.78 PIPE 20 0.54 1.11 4.18 390 2.51 1.42 22.78 4.58 18 27.37 PIPE 19 0.41 0.99 20.45 43 8.24 2.62 26.70 0.27 24 26.97 AREA 8 0.34 1.08 5.78 23.50 881 2.14 0.24% 2.13 60 1.73 23.50 15 8.50 4.13 PIPE 35 25 1.20 0.35 18 23.85 PIPE 18 0.39 0.98 26.23 204 10.11 3.22 26.97 1.05 24 28.02 PIPE 17 0.40 0.95 34.70 284 13.17 4.19 28.02 1.13 24 29.15 AREA 9 0.35 1.14 5.92 21.82 903 3.39 0.38% 2.36 60 2.21 21.82 15 6.82 4.04 PIPE 36 11 1.34 0.13 18 21.95 PIPE 15 0.39 0.93 40.62 103 14.70 3.00 29.15 0.57 30 29.72 AREA 10 0.35 1.31 3.64 18.42 453 2.20 0.49% 1.69 60 2.21 18.42 15 3.42 3.46 PIPE 38 16 0.96 0.29 18 18.71 Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - AREA 11 0.26 1.33 2.50 18.07 345 1.43 0.41% 0.87 60 1.87 18.07 15 3.07 2.96 PIPE 37 25 0.49 0.85 18 18.92 PIPE 14 0.38 0.91 46.76 104 16.27 3.31 29.72 0.52 30 30.25 PIPE 13 0.38 0.90 46.76 183 16.07 3.27 30.25 0.93 30 31.18 AREA 12 0.34 1.23 2.08 19.86 546 2.20 0.40% 0.87 60 1.87 19.86 15 4.86 2.96 PIPE 51 47 0.49 1.60 18 21.46 PIPE 12 0.38 0.88 48.84 242 16.34 3.33 31.18 1.21 30 32.39 PIPE 11 0.38 0.86 48.84 295 15.89 3.24 32.39 1.52 30 33.90 AREA 13 0.36 1.18 3.91 20.97 788 4.00 0.51% 1.64 60 2.20 20.97 15 5.97 3.42 PIPE 55 15 0.93 0.27 18 21.24 PIPE 10 0.38 0.83 52.75 150 16.52 3.37 33.90 0.74 30 34.65 AREA 14 0.33 1.24 4.24 19.61 614 3.30 0.54% 1.73 60 2.22 19.61 15 4.61 3.49 PIPE 67 25 0.98 0.43 18 20.04 PIPE 9 0.37 0.82 56.99 53 17.40 3.54 34.65 0.25 30 34.90 AREA 15 0.33 1.36 3.07 17.54 326 1.80 0.55% 1.37 60 2.14 17.54 15 2.54 3.25 PIPE 54 15 0.77 0.32 18 17.86 PIPE 53 0.33 1.34 3.07 48 1.35 0.76 17.86 1.05 18 18.92 PIPE 52 0.33 1.28 3.07 310 1.29 0.73 18.92 7.09 18 26.00 PIPE 8 0.37 0.81 60.06 95 18.13 3.69 34.90 0.43 30 35.32 Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - AREA 16 0.37 1.24 2.77 19.68 449 1.11 0.25% 1.27 60 1.60 19.68 15 4.68 3.51 PIPE 72 25 0.72 0.58 18 20.26 AREA 17 0.37 1.24 2.82 19.60 549 2.20 0.40% 1.30 60 1.99 19.60 15 4.60 3.29 PIPE 71 15 0.73 0.34 18 19.94 PIPE 7 0.37 0.80 65.65 45 19.63 2.78 35.32 0.27 36 35.59 AREA 18 0.36 1.31 2.43 18.40 345 1.01 0.29% 1.14 60 1.69 18.40 15 3.40 3.30 PIPE 74 54 0.65 1.39 18 19.79 PIPE 6 0.37 0.80 68.08 348 20.22 2.86 35.59 2.03 36 37.62 PIPE 5 0.37 0.77 68.08 348 19.42 2.75 37.62 2.11 36 39.73 AREA 19 0.34 1.16 3.95 21.41 692 2.13 0.31% 1.56 60 1.80 21.41 15 6.41 3.66 PIPE 60 15 0.88 0.28 18 21.69 PIPE 59 0.34 1.15 3.95 293 1.54 0.87 21.69 5.59 18 27.28 AREA 20 0.37 1.17 3.77 21.07 691 2.28 0.33% 1.64 60 1.90 21.07 15 6.07 3.58 PIPE 73 15 0.93 0.27 18 21.34 PIPE 58 0.35 0.97 7.72 295 2.66 1.51 27.28 3.27 18 30.55 AREA 21 0.37 1.21 2.94 20.11 563 1.94 0.34% 1.32 60 1.84 20.11 15 5.11 3.35 PIPE 79 15 0.75 0.34 18 20.45 PIPE 57 0.36 0.89 10.66 299 3.42 1.94 30.55 2.57 18 33.12 AREA 22 0.37 1.27 2.04 19.10 436 1.60 0.37% 0.96 60 1.77 19.10 15 4.10 3.08 PIPE 82 15 0.54 0.47 18 19.57 Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - AREA 23a 0.35 1.06 4.40 24.07 987 2.76 0.28% 1.62 60 1.81 24.07 15 9.07 3.72 AREA 23b 0.64 1.21 6.77 20.21 712 2.36 0.33% 5.23 60 2.28 20.21 15 5.20 5.08 TOTAL AREA 23 0.52 1.06 11.17 24.07 6.23 60 2.05 24.07 5.70 PIPE 81 27 3.53 0.13 18 24.20 PIPE 56 0.44 0.84 23.87 43 8.80 4.98 33.12 0.14 18 33.26 PIPE 4 0.39 0.74 91.95 255 26.38 3.73 39.73 1.14 36 40.87 AREA 24 0.37 1.25 2.88 19.52 437 1.18 0.27% 1.33 60 1.61 19.52 15 4.52 3.56 PIPE 83 15 0.75 0.34 18 19.86 PIPE 3 0.39 0.72 94.83 282 26.61 2.77 40.87 1.70 42 42.57 AREA 25 0.34 1.24 3.31 19.61 485 1.57 0.32% 1.38 60 1.75 19.61 15 4.61 3.51 PIPE 85 15 0.78 0.33 18 19.94 AREA 26 0.40 1.07 6.03 23.80 930 2.39 0.26% 2.56 60 1.76 23.80 15 8.80 4.31 PIPE 86 33 1.45 0.38 18 24.18 PIPE 2 0.39 0.70 104.17 70 28.29 2.94 42.57 0.39 42 42.96 AREA 27 0.32 1.06 4.90 24.09 1000 3.23 0.32% 1.69 60 1.83 24.09 15 9.09 3.78 PIPE 66 67 0.96 1.16 18 25.25 AREA 28a 0.34 1.14 4.53 21.87 862 3.80 0.44% 1.76 60 2.09 21.87 15 6.87 3.64 AREA 28b 0.34 1.11 7.71 22.60 892 2.70 0.30% 2.92 60 1.95 22.60 15 7.60 4.37 TOTAL AREA 28 0.34 1.11 12.24 22.60 4.64 60 1.93 22.60 5.14 PIPE 65 16 2.62 0.10 18 22.70 AREA 29 0.34 1.33 1.43 18.08 265 0.70 0.26% 0.65 59 1.43 18.08 15 3.08 2.91 PIPE 64 27 0.37 1.21 18 19.29 PIPE 63 0.34 1.03 18.57 75 6.41 3.63 25.25 0.34 18 25.60 Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - PIPE 62 0.34 1.02 18.57 449 6.35 2.02 25.60 3.70 24 29.30 AREA 30 0.42 1.20 3.26 20.47 549 1.50 0.27% 1.65 60 1.67 20.47 15 5.47 3.86 PIPE 77 10 0.93 0.18 18 20.65 AREA 31 0.34 1.15 2.77 21.76 727 2.38 0.33% 1.08 60 1.79 21.76 15 6.76 3.17 PIPE 78 31 0.61 0.83 18 22.59 PIPE 61 0.35 0.92 24.60 43 7.89 2.51 29.30 0.28 24 29.58 AREA 32a 0.85 1.80 0.97 10.00 661 4.97 0.75% 1.48 60 2.54 10.00 0 4.34 2.87 AREA 32b 0.85 1.80 2.94 10.00 920 5.21 0.57% 4.50 60 2.57 10.00 0 5.96 4.57 TOTAL AREA 32 0.85 1.80 3.91 10.00 5.98 60 2.04 10.00 5.63 PIPE 50 12 1.90 0.11 24 10.11 PIPE 49 0.85 1.79 3.91 465 5.96 1.90 10.11 4.09 24 14.19 PIPE 48 0.85 1.56 3.91 465 5.17 1.65 14.19 4.71 24 18.90 PIPE 47 0.85 1.28 3.91 442 4.26 1.36 18.90 5.43 24 24.34 AREA 33 0.53 1.30 3.49 18.66 485 1.85 0.38% 2.40 60 2.21 18.66 15 3.66 4.05 PIPE 76 25 1.36 0.31 18 18.97 PIPE 46 0.70 1.06 7.40 38 5.46 1.74 24.34 0.36 24 24.70 AREA 34 0.34 1.12 6.97 22.49 1000 4.10 0.41% 2.65 60 2.23 22.49 15 7.49 4.13 PIPE 70 9 1.50 0.10 18 22.59 PIPE 69 0.34 1.12 6.97 308 2.64 1.50 22.59 3.43 18 26.02 AREA 35 0.37 1.25 2.96 19.43 533 2.20 0.41% 1.37 60 2.00 19.43 15 4.43 3.35 PIPE 75 25 0.78 0.54 18 19.97 Hydrology_10_yr - Copy.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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. TRACTS 7093 & 7186 - PIPE 68 0.35 1.01 9.93 442 3.49 1.11 26.02 6.64 24 32.66 PIPE 45 0.41 0.85 41.93 228 14.65 4.66 32.66 0.82 24 33.48 AREA 36 0.34 1.32 1.25 18.25 295 1.00 0.34% 0.56 60 1.51 18.25 15 3.25 2.61 PIPE 80 7 0.32 0.37 18 18.62 PIPE 44 0.41 0.84 43.18 125 14.75 4.69 33.48 0.45 24 33.92 PIPE 43 0.41 0.83 43.18 133 14.61 4.65 33.92 0.48 24 34.40 PIPE 42 0.41 0.82 43.18 124 14.46 4.60 34.40 0.45 24 34.85 PIPE 41 0.41 0.81 43.18 132 14.32 2.92 34.85 0.75 30 35.60 PIPE 40 0.41 0.80 43.18 123 14.10 2.87 35.60 0.72 30 36.31 AREA 37 0.35 1.18 3.74 20.83 628 1.87 0.30% 1.54 60 1.79 20.83 15 5.83 3.65 PIPE 84 15 0.87 0.29 18 21.12 PIPE 39 0.40 0.79 46.92 25 14.93 2.11 36.31 0.20 36 36.51 PIPE 1 0.39 0.70 151.09 124 41.31 3.29 42.96 0.63 48 43.59 Hydrology_10_yr - Copy.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc 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 7093 & 7186 R-1, 6750 SF 0.4 DATE:Feb-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 R-1, 12500 SF 0.31 R-1, 15000 SF 0.27 Curve Values R-3, R-4, M-H 0.8 a: 2.38 I=a+bTc (Tc<20min.) Commercial 0.9 b: -0.058 Industrial 0.8 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Parks 0.15 K1: 40.00 (Tc>=20min.) 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 w/ Landscaping 0.85 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 Inlet Curb D NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia. AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA B 0.85 1.80 0.95 10.00 50 1.05 2.10% 1.45 60 3.51 10.00 0 0.24 2.88 PIPE C 8 0.82 0.16 18 10.16 PIPE B 0.85 1.79 0.95 215 1.45 0.82 10.16 4.38 18 14.55 AREA A 0.85 1.80 1.94 10.00 768 2.16 0.28% 2.97 60 1.96 10.00 0 6.54 4.38 PIPE E 8 1.68 0.08 18 10.08 PIPE D 0.85 1.80 1.94 290 2.96 1.68 10.08 2.88 18 12.96 PIPE A 0.85 1.54 2.89 141 3.77 2.13 14.55 1.10 18 15.65 Tc CALCULATIONS TRACTS 7093 & 7186 Hydrology_10_yr.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc INLET & PIPE SIZING CALCULATIONS INLET PE SIZING CALCULATIONS INLET Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 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) = 2.07 Highlighted Q Total (cfs) = 2.07 Q Capt (cfs) = 2.07 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.54 Efficiency (%) = 100 Gutter Spread (ft) = 12.61 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, Feb 24 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) = 1.31 Highlighted Q Total (cfs) = 1.31 Q Capt (cfs) = 1.31 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.74 Efficiency (%) = 100 Gutter Spread (ft) = 9.29 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 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) = 1.62 Highlighted Q Total (cfs) = 1.62 Q Capt (cfs) = 1.62 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.08 Efficiency (%) = 100 Gutter Spread (ft) = 10.71 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #4 - Drainage Area 4> Curb Inlet Location = Sag Curb Length (ft) = 5.00 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) = 3.71 Highlighted Q Total (cfs) = 3.71 Q Capt (cfs) = 3.71 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.44 Efficiency (%) = 100 Gutter Spread (ft) = 16.37 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, Feb 24 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) = 1.04 Highlighted Q Total (cfs) = 1.04 Q Capt (cfs) = 1.04 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.42 Efficiency (%) = 100 Gutter Spread (ft) = 7.97 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.Wednesday, Feb 24 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) = 2.11 Highlighted Q Total (cfs) = 2.11 Q Capt (cfs) = 2.11 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.58 Efficiency (%) = 100 Gutter Spread (ft) = 12.77 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, Feb 24 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) = 2.98 Highlighted Q Total (cfs) = 2.98 Q Capt (cfs) = 2.98 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.37 Efficiency (%) = 100 Gutter Spread (ft) = 16.08 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, Feb 24 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) = 2.13 Highlighted Q Total (cfs) = 2.13 Q Capt (cfs) = 2.13 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.60 Efficiency (%) = 100 Gutter Spread (ft) = 12.85 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.Wednesday, Feb 24 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) = 2.36 Highlighted Q Total (cfs) = 2.36 Q Capt (cfs) = 2.36 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.81 Efficiency (%) = 100 Gutter Spread (ft) = 13.76 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, Feb 24 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) = 1.69 Highlighted Q Total (cfs) = 1.69 Q Capt (cfs) = 1.69 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.16 Efficiency (%) = 100 Gutter Spread (ft) = 11.01 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.Wednesday, Feb 24 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) = 0.87 Highlighted Q Total (cfs) = 0.87 Q Capt (cfs) = 0.87 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.21 Efficiency (%) = 100 Gutter Spread (ft) = 7.07 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, Feb 24 2021 Catch Basin #12 - Drainage Area 12> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 0.87 Highlighted Q Total (cfs) = 0.87 Q Capt (cfs) = 0.87 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.21 Efficiency (%) = 100 Gutter Spread (ft) = 7.07 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, Feb 24 2021 Catch Basin #13 - Drainage Area 13> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.64 Highlighted Q Total (cfs) = 1.64 Q Capt (cfs) = 1.64 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.10 Efficiency (%) = 100 Gutter Spread (ft) = 10.79 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, Feb 24 2021 Catch Basin #14 - Drainage Area 14> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.73 Highlighted Q Total (cfs) = 1.73 Q Capt (cfs) = 1.73 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.20 Efficiency (%) = 100 Gutter Spread (ft) = 11.19 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #15 - Drainage Area 15> 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) = 1.37 Highlighted Q Total (cfs) = 1.37 Q Capt (cfs) = 1.37 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.81 Efficiency (%) = 100 Gutter Spread (ft) = 9.57 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #16 - Drainage Area 16> 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) = 1.27 Highlighted Q Total (cfs) = 1.27 Q Capt (cfs) = 1.27 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.70 Efficiency (%) = 100 Gutter Spread (ft) = 9.10 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, Feb 24 2021 Catch Basin #17 - Drainage Area 17> 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) = 1.30 Highlighted Q Total (cfs) = 1.30 Q Capt (cfs) = 1.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.73 Efficiency (%) = 100 Gutter Spread (ft) = 9.25 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, Feb 24 2021 Catch Basin #18 - Drainage Area 18> 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) = 1.14 Highlighted Q Total (cfs) = 1.14 Q Capt (cfs) = 1.14 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.54 Efficiency (%) = 100 Gutter Spread (ft) = 8.47 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, Feb 24 2021 Catch Basin #19 - Drainage Area 19> 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) = 1.56 Highlighted Q Total (cfs) = 1.56 Q Capt (cfs) = 1.56 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.02 Efficiency (%) = 100 Gutter Spread (ft) = 10.44 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, Feb 24 2021 Catch Basin #20 - Drainage Area 20> 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) = 1.64 Highlighted Q Total (cfs) = 1.64 Q Capt (cfs) = 1.64 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.10 Efficiency (%) = 100 Gutter Spread (ft) = 10.79 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, Apr 22 2021 Catch Basin #21 - Drainage Area 21> 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) = 1.32 Highlighted Q Total (cfs) = 1.32 Q Capt (cfs) = 1.32 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.75 Efficiency (%) = 100 Gutter Spread (ft) = 9.34 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, Feb 24 2021 Catch Basin #22 - Drainage Area 22 CCurb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 0.96 Highlighted Q Total (cfs) = 0.96 Q Capt (cfs) = 0.96 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.32 Efficiency (%) = 100 Gutter Spread (ft) = 7.55 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Mar 24 2021 Catch Basin #23 - Drainage Area 23> Curb Inlet Location = Sag Curb Length (ft) = 9.00 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) = 6.23 Highlighted Q Total (cfs) = 6.23 Q Capt (cfs) = 6.23 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.82 Efficiency (%) = 100 Gutter Spread (ft) = 17.93 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, Feb 24 2021 Catch Basin #24 - Drainage Area 24> 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) = 1.33 Highlighted Q Total (cfs) = 1.33 Q Capt (cfs) = 1.33 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.76 Efficiency (%) = 100 Gutter Spread (ft) = 9.39 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.Wednesday, Feb 24 2021 Catch Basin #25 - Drainage Area 25> 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) = 1.38 Highlighted Q Total (cfs) = 1.38 Q Capt (cfs) = 1.38 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.82 Efficiency (%) = 100 Gutter Spread (ft) = 9.62 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, Feb 24 2021 Catch Basin #26 - Drainage Area 26> 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) = 2.56 Highlighted Q Total (cfs) = 2.56 Q Capt (cfs) = 2.56 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.00 Efficiency (%) = 100 Gutter Spread (ft) = 14.53 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, Feb 24 2021 Catch Basin #27 - Drainage Area 27> 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) = 1.70 Highlighted Q Total (cfs) = 1.70 Q Capt (cfs) = 1.70 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.17 Efficiency (%) = 100 Gutter Spread (ft) = 11.06 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, Apr 22 2021 Catch Basin #28 - Drainage Area 28> Curb Inlet Location = Sag Curb Length (ft) = 7.00 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) = 4.64 Highlighted Q Total (cfs) = 4.64 Q Capt (cfs) = 4.64 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.48 Efficiency (%) = 100 Gutter Spread (ft) = 16.53 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, Feb 24 2021 Catch Basin #29 - Drainage Area 29> 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) = 0.65 Highlighted Q Total (cfs) = 0.65 Q Capt (cfs) = 0.65 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.91 Efficiency (%) = 100 Gutter Spread (ft) = 5.82 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #30 - Drainage Area 30> 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) = 1.65 Highlighted Q Total (cfs) = 1.65 Q Capt (cfs) = 1.65 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.11 Efficiency (%) = 100 Gutter Spread (ft) = 10.84 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, Feb 24 2021 Catch Basin #31 - Drainage Area 31> 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) = 1.08 Highlighted Q Total (cfs) = 1.08 Q Capt (cfs) = 1.08 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.47 Efficiency (%) = 100 Gutter Spread (ft) = 8.17 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, Feb 24 2021 Catch Basin #32 - Drainage Area 32> Curb Inlet Location = Sag Curb Length (ft) = 10.00 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) = 5.98 Highlighted Q Total (cfs) = 5.98 Q Capt (cfs) = 5.98 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.49 Efficiency (%) = 100 Gutter Spread (ft) = 16.58 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, Feb 24 2021 Catch Basin #33 - Drainage Area 33> 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) = 2.40 Highlighted Q Total (cfs) = 2.40 Q Capt (cfs) = 2.40 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.85 Efficiency (%) = 100 Gutter Spread (ft) = 13.92 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.Thursday, Apr 22 2021 Catch Basin #34 - Drainage Area 34> 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) = 2.65 Highlighted Q Total (cfs) = 2.65 Q Capt (cfs) = 2.65 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.08 Efficiency (%) = 100 Gutter Spread (ft) = 14.87 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, Feb 24 2021 Catch Basin #35 - Drainage Area 35> 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) = 1.37 Highlighted Q Total (cfs) = 1.37 Q Capt (cfs) = 1.37 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.81 Efficiency (%) = 100 Gutter Spread (ft) = 9.57 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #36 - Drainage Area 36> 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) = 0.56 Highlighted Q Total (cfs) = 0.56 Q Capt (cfs) = 0.56 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.78 Efficiency (%) = 100 Gutter Spread (ft) = 5.27 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, Feb 24 2021 Catch Basin #37 - Drainage Area 37> 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) = 1.54 Highlighted Q Total (cfs) = 1.54 Q Capt (cfs) = 1.54 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.00 Efficiency (%) = 100 Gutter Spread (ft) = 10.35 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 24 2021 Catch Basin #A - OffSite Drainage Area A> 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) = 2.97 Highlighted Q Total (cfs) = 2.97 Q Capt (cfs) = 2.97 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.36 Efficiency (%) = 100 Gutter Spread (ft) = 16.04 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, Feb 24 2021 Catch Basin #B - OffSite Drainage Area B> 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- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACTS 7093 and 7186 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 1 123.65 48 41.31 5.11 213.44 347.21 351.80 3.29 0.17 351.97 0.083 349.94 PIPE 2 69.58 42 28.29 8.12 133.22 349.94 351.86 5.24 1.88 353.74 0 351.16 PIPE 3 282.00 42 26.61 3.69 31.70 351.16 353.62 3.69 0.21 353.83 0.099 351.44 PIPE 4 255.26 36 26.38 3.74 21.29 351.44 354.44 3.74 0.22 354.66 0.157 351.70 PIPE 5 347.72 36 19.42 2.75 26.52 351.70 355.06 2.75 0.12 355.17 0.085 352.25 PIPE 6 347.72 36 20.22 2.88 26.52 352.25 355.37 2.86 0.13 355.50 0.092 352.80 PIPE 7 44.69 36 19.63 2.79 31.55 352.80 355.80 2.78 0.12 355.92 0.084 352.90 PIPE 8 95.00 30 18.13 3.69 18.34 352.90 355.95 3.69 0.21 356.16 0.196 353.09 PIPE 9 52.75 30 17.40 3.55 18.73 353.09 356.35 3.55 0.20 356.54 0.18 353.20 PIPE 10 150.32 30 16.52 3.37 18.32 353.20 356.64 3.37 0.18 356.82 0.162 353.50 PIPE 11 294.68 30 15.89 3.24 23.89 353.50 357.06 3.24 0.16 357.22 0.15 354.50 PIPE 12 241.64 30 16.34 3.33 18.66 354.50 357.53 3.33 0.17 357.70 0.159 355.00 PIPE 13 182.75 30 16.07 3.49 33.92 355.00 358.08 3.27 0.17 358.25 0.154 356.25 PIPE 14 104.04 30 16.27 3.60 15.57 356.25 358.42 3.60 0.20 358.62 0.144 356.40 PIPE 15 102.69 30 14.70 3.07 15.67 356.40 358.77 3.06 0.15 358.91 0.111 356.55 PIPE 16 PIPE 17 283.50 24 13.17 4.19 8.81 356.55 359.03 4.19 0.27 359.30 0.339 356.98 PIPE 18 203.63 24 10.11 3.22 7.76 356.98 360.26 3.22 0.16 360.42 0.2 357.22 PIPE 19 42.75 24 8.24 2.62 7.73 357.22 360.83 2.62 0.11 360.93 0.133 357.27 PIPE 20 389.99 18 2.51 1.59 4.08 359.50 360.99 1.42 0.03 361.02 0.054 360.09 PIPE 21 389.99 18 2.91 2.23 4.08 360.09 361.22 2.03 0.06 361.29 0.091 360.68 PIPE 22 51.18 18 2.98 2.27 3.88 360.68 361.73 2.26 0.08 361.81 0.115 360.75 PIPE 23 204.49 18 4.02 2.64 4.09 359.77 360.98 2.64 0.11 361.09 0.152 360.08 PIPE 24 207.45 18 2.69 2.84 7.89 360.08 361.40 1.64 0.25 361.65 0 361.25 PIPE 25 33.44 18 2.74 2.46 4.06 361.25 362.15 2.47 0.09 362.25 0.149 361.30 PIPE 26 150.22 18 1.97 2.55 7.22 361.30 362.30 1.60 0.04 362.34 0.059 362.01 PIPE 27 96.85 18 2.07 2.28 3.99 362.01 362.78 2.28 0.08 362.86 0.144 362.15 PIPE 28 257.27 24 6.38 2.05 7.85 357.27 360.99 2.05 0.07 361.06 0.081 357.58 PIPE 29 57.73 24 4.46 1.42 7.88 357.58 361.27 1.42 0.03 361.30 0.039 357.65 PIPE 30 15.42 18 1.04 0.59 5.98 357.65 361.32 0.59 0.01 361.32 0.01 357.70 PIPE 31 45.11 18 3.71 2.10 6.06 357.65 361.32 2.10 0.07 361.39 0.125 357.80 PIPE 32 25.01 18 2.11 1.19 9.85 357.58 361.27 1.19 0.02 361.29 0.04 357.80 PIPE 33 23.00 18 1.31 1.12 6.92 361.30 362.30 1.05 0.02 362.32 0.025 361.40 PIPE 34 33.52 18 1.62 2.17 4.06 361.25 361.91 2.16 0.07 361.98 0.149 361.30 PIPE 35 25.01 18 2.13 1.21 4.70 358.70 360.83 1.21 0.02 360.85 0.041 358.75 PIPE 36 10.52 18 2.36 1.80 4.58 357.98 359.03 1.79 0.05 359.08 0.072 358.00 PIPE 37 25.26 18 0.87 0.74 4.67 357.80 358.77 0.72 0.01 358.78 0.012 357.85 PIPE 38 16.37 18 1.69 1.45 5.80 357.80 358.77 1.41 0.03 358.80 0.047 357.85 PIPE 39 197.71 36 14.93 3.17 22.75 349.94 351.86 3.13 0.15 352.01 0.092 350.17 PIPE 40 123.25 30 14.10 3.30 14.31 350.17 352.20 3.30 0.17 352.37 0.12 350.32 PIPE 41 131.72 30 14.32 3.30 15.98 350.32 352.41 3.26 0.17 352.58 0.117 350.52 PIPE 42 123.54 24 14.46 4.60 8.87 350.52 352.62 4.60 0.33 352.95 0.409 350.71 PIPE 43 133.04 24 14.61 4.65 8.77 350.71 353.44 4.65 0.34 353.78 0.417 350.91 PIPE 44 125.46 24 14.75 4.70 8.80 350.91 354.10 4.70 0.34 354.44 0.425 351.10 PIPE 45 228.46 24 14.65 4.66 8.73 351.10 354.97 4.66 0.34 355.31 0.42 351.44 PIPE 46 37.57 24 5.46 1.75 7.38 351.44 356.27 1.75 0.05 356.31 0.059 351.48 PIPE 47 442.08 24 4.26 1.37 7.83 351.48 356.34 1.37 0.03 356.36 0.036 352.01 PIPE 48 465.33 24 5.17 1.66 7.85 352.01 356.52 1.66 0.04 356.57 0.053 352.57 PIPE 49 465.37 24 5.96 1.90 7.85 352.57 356.78 1.90 0.06 356.83 0.07 353.13 PIPE 50 12.00 24 5.98 1.91 9.23 353.13 357.16 1.91 0.06 357.21 0.07 353.15 PIPE 51 47.20 18 0.87 0.49 4.83 356.50 358.08 0.49 0.00 358.08 0.007 356.60 PIPE 52 310.00 18 1.29 2.34 5.27 355.75 356.35 1.98 0.06 356.41 0.136 356.53 PIPE 53 48.27 18 1.35 2.23 5.24 356.53 357.12 2.10 0.07 357.19 0.156 356.65 PIPE 54 15.00 18 1.37 1.99 4.70 356.65 357.28 1.96 0.06 357.34 0.128 356.68 PIPE 55 15.00 18 1.64 0.93 4.70 355.08 357.06 0.93 0.01 357.07 0.024 355.11 PIPE 56 42.74 18 8.80 4.98 3.93 354.39 355.89 4.98 0.39 356.28 0.703 354.45 PIPE 57 298.68 18 3.42 1.94 4.08 354.45 356.58 1.94 0.06 356.63 0.106 354.90 PIPE 58 295.43 18 2.66 1.51 4.23 354.90 356.95 1.51 0.04 356.99 0.064 355.38 PIPE 59 292.54 18 1.54 0.89 4.21 355.38 357.18 0.87 0.01 357.19 0.022 355.85 PIPE 60 15.00 18 1.56 0.92 6.06 355.85 357.25 0.91 0.01 357.26 0.019 355.90 PIPE 61 42.75 24 7.89 2.51 13.84 351.44 356.27 2.52 0.10 356.36 0.122 351.60 PIPE 62 448.94 24 6.35 2.02 13.88 351.60 356.42 2.02 0.06 356.48 0.079 353.29 PIPE 63 75.06 18 6.41 3.63 4.02 353.29 356.78 3.63 0.20 356.99 0.373 353.40 PIPE 64 26.51 18 0.65 0.37 6.45 353.40 357.27 0.37 0.00 357.27 0.004 353.50 PIPE 65 16.01 18 4.64 2.63 8.30 353.40 357.27 2.63 0.11 357.38 0.195 353.50 PIPE 66 66.94 18 1.69 0.96 4.06 353.40 357.27 0.96 0.01 357.28 0.026 353.50 PIPE 67 25.00 18 1.73 0.98 4.70 354.65 356.64 0.98 0.01 356.65 0.027 354.70 PIPE 68 57.93 24 3.49 1.11 38.29 351.44 356.27 1.11 0.02 356.29 0.024 353.10 PIPE 69 307.87 18 2.64 1.49 7.80 353.10 356.30 1.49 0.03 356.33 0.063 354.80 PIPE 70 8.76 18 2.65 1.50 11.22 354.80 356.53 1.50 0.03 356.56 0.064 354.90 PIPE 71 15.12 18 1.30 0.74 8.10 354.31 355.95 0.74 0.01 355.96 0.015 354.40 PIPE 72 25.00 18 1.27 0.72 4.70 354.31 355.95 0.72 0.01 355.96 0.015 354.36 PIPE 73 15.00 18 1.64 2.14 33.43 355.38 357.18 0.93 0.01 357.19 0.024 356.90 PIPE 74 53.81 18 1.14 0.68 4.75 354.39 355.80 0.66 0.01 355.80 0.01 354.50 PIPE 75 25.00 18 1.37 0.78 9.39 353.80 356.30 0.78 0.01 356.31 0.017 354.00 PIPE 76 25.00 18 2.40 1.36 33.01 351.53 356.34 1.36 0.03 356.36 0.052 354.00 PIPE 77 9.83 18 1.65 0.93 38.19 352.60 356.42 0.93 0.01 356.43 0.025 353.90 PIPE 78 30.58 18 1.08 0.61 21.82 352.60 356.42 0.61 0.01 356.42 0.011 353.92 PIPE 79 15.42 18 1.32 0.87 26.74 354.90 356.95 0.75 0.01 356.96 0.016 355.90 PIPE 80 7.00 18 0.56 1.58 3.96 354.89 355.27 1.58 0.04 355.31 0.142 354.90 PIPE 81 26.93 18 5.23 2.96 13.57 354.45 356.58 2.96 0.14 356.71 0.248 354.90 PIPE 82 15.42 18 0.96 0.54 17.94 354.45 356.58 0.54 0.00 356.58 0.008 354.90 PIPE 83 15.42 18 1.33 3.49 8.46 354.00 354.40 3.49 0.19 354.59 0 354.10 PIPE 84 15.42 18 1.54 6.51 44.99 351.17 352.20 1.19 2.18 354.38 0 354.00 PIPE 85 15.42 18 1.38 8.33 28.55 352.16 352.38 8.33 1.08 353.46 0 353.30 PIPE 86 33.43 18 2.56 7.99 20.79 352.16 352.52 7.99 0.99 353.51 0 353.47 TRACTS 7093 and 7186 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 1 351.86 j 358.54 4.60 6.94 0.75 352.61 0.382 0.232 0.287 0.87 z n/a PIPE 2 352.26 j 361.30 6.64 10.99 1.88 354.13 0 0 0 1.00 z n/a PIPE 3 353.89 362.10 7.16 3.70 0.21 354.10 0.1 0.099 0.281 1 0.21 PIPE 4 354.84 362.35 7.65 3.73 0.22 355.06 0.157 0.157 0.4 1 0.22 PIPE 5 355.35 360.68 5.43 2.75 0.12 355.47 0.085 0.085 0.295 0.15 0.02 PIPE 6 355.66 359.66 3.86 2.91 0.13 355.80 0.08 0.086 0.299 1 0.13 PIPE 7 355.83 359.51 3.61 2.80 0.12 355.95 0.077 0.081 0.036 1 0.12 PIPE 8 356.14 359.75 4.16 3.69 0.21 356.35 0.195 0.195 0.186 1 0.21 PIPE 9 356.44 359.88 4.18 3.54 0.20 356.64 0.18 0.18 0.095 1 0.2 PIPE 10 356.88 359.65 3.65 3.37 0.18 357.06 0.162 0.162 0.244 1 0.18 PIPE 11 357.50 360.99 3.99 3.24 0.16 357.67 0.15 0.15 0.443 0.15 0.02 PIPE 12 357.91 361.78 4.28 3.33 0.17 358.08 0.159 0.159 0.383 0.99 0.17 PIPE 13 358.31 362.30 3.55 3.71 0.21 358.53 0.152 0.153 0.279 0.21 0.04 PIPE 14 358.57 362.58 3.68 3.60 0.20 358.77 0.144 0.144 0.15 1 0.2 PIPE 15 358.88 362.75 3.70 3.09 0.15 359.03 0.111 0.111 0.114 1 0.15 PIPE 16 PIPE 17 359.99 363.61 4.63 4.19 0.27 360.26 0.339 0.339 0.961 0.99 0.27 PIPE 18 360.67 362.71 3.49 3.22 0.16 360.83 0.2 0.2 0.407 1 0.16 PIPE 19 360.88 362.96 3.69 2.62 0.11 360.99 0.133 0.133 0.057 1 0.11 PIPE 20 361.21 363.77 2.18 1.77 0.05 361.26 0.069 0.061 0.239 0.15 0.01 PIPE 21 361.64 365.17 2.99 2.43 0.09 361.73 0.139 0.115 0.449 1 0.09 PIPE 22 361.79 365.00 2.75 2.29 0.08 361.87 0.118 0.117 0.06 1 0.08 PIPE 23 361.29 364.35 2.77 2.64 0.11 361.40 0.151 0.151 0.31 1 0.11 PIPE 24 361.86 j 365.02 2.27 4.04 0.25 362.11 0 0 0 0.98 z n/a PIPE 25 362.20 365.03 2.23 2.46 0.09 362.30 0.149 0.149 0.05 1 0.09 PIPE 26 362.55 365.44 1.93 3.49 0.19 362.74 0.472 0.266 0.399 0.42 0.08 PIPE 27 362.91 366.23 2.58 2.29 0.08 363.00 0.146 0.145 0.14 1 0.08 PIPE 28 361.20 362.28 2.70 2.05 0.07 361.27 0.081 0.081 0.209 1 0.07 PIPE 29 361.29 362.23 2.58 1.42 0.03 361.32 0.039 0.039 0.022 1 0.03 PIPE 30 361.32 361.94 2.74 0.59 0.01 361.33 0.01 0.01 0.002 1 0.01 PIPE 31 361.38 362.00 2.70 2.10 0.07 361.44 0.125 0.125 0.056 1 0.07 PIPE 32 361.28 362.00 2.70 1.19 0.02 361.30 0.04 0.04 0.01 1 0.02 PIPE 33 362.30 365.00 2.10 1.18 0.02 362.32 0.034 0.03 0.007 1 0.02 PIPE 34 361.96 364.15 1.35 2.17 0.07 362.03 0.149 0.149 0.05 1 0.07 PIPE 35 360.84 362.66 2.41 1.21 0.02 360.86 0.041 0.041 0.01 1 0.02 PIPE 36 359.03 362.64 3.14 1.82 0.05 359.08 0.075 0.074 0.008 1 0.05 PIPE 37 358.77 362.60 3.25 0.76 0.01 358.78 0.014 0.013 0.003 1 0.01 PIPE 38 358.78 362.58 3.23 1.49 0.03 358.81 0.053 0.05 0.008 1 0.03 PIPE 39 352.04 358.42 5.25 3.22 0.16 352.20 0.099 0.095 0.188 1 0.16 PIPE 40 352.35 358.95 6.13 3.30 0.17 352.52 0.12 0.12 0.148 0.37 0.06 PIPE 41 352.56 359.57 6.55 3.33 0.17 352.74 0.122 0.12 0.158 0.33 0.06 PIPE 42 353.13 360.13 7.42 4.60 0.33 353.46 0.409 0.409 0.505 0.95 0.31 PIPE 43 353.99 359.83 6.92 4.65 0.34 354.33 0.417 0.417 0.555 0.3 0.1 PIPE 44 354.63 359.40 6.30 4.70 0.34 354.97 0.425 0.425 0.534 0.99 0.34 PIPE 45 355.93 358.47 5.03 4.66 0.34 356.27 0.42 0.42 0.959 1 0.34 PIPE 46 356.29 359.00 5.52 1.75 0.05 356.34 0.059 0.059 0.022 1 0.05 PIPE 47 356.50 360.00 5.99 1.37 0.03 356.52 0.036 0.036 0.16 1 0.03 PIPE 48 356.77 359.15 4.58 1.66 0.04 356.81 0.053 0.053 0.246 0.15 0.01 PIPE 49 357.10 358.03 2.90 1.90 0.06 357.16 0.07 0.07 0.324 1 0.06 PIPE 50 357.13 357.65 2.50 1.91 0.06 357.22 0.07 0.07 0.008 1 0.06 PIPE 51 358.08 361.78 3.68 0.49 0.00 358.09 0.006 0.007 0.003 1 0 PIPE 52 357.00 361.83 3.80 2.71 0.11 357.12 0.325 0.231 0.715 1 0.11 PIPE 53 357.19 361.96 3.81 2.36 0.09 357.28 0.215 0.186 0.09 1 0.09 PIPE 54 357.29 362.01 3.83 2.02 0.06 357.36 0.139 0.133 0.02 1 0.06 PIPE 55 357.06 360.25 3.64 0.93 0.01 357.08 0.024 0.024 0.004 1 0.01 PIPE 56 356.19 363.00 7.05 4.98 0.39 356.58 0.702 0.702 0.3 1 0.39 PIPE 57 356.89 363.90 7.50 1.94 0.06 356.95 0.106 0.106 0.317 1 0.06 PIPE 58 357.14 364.74 7.86 1.51 0.04 357.18 0.064 0.064 0.19 1 0.04 PIPE 59 357.23 361.32 3.97 0.90 0.01 357.25 0.019 0.02 0.059 1 0.01 PIPE 60 357.25 361.36 3.96 0.93 0.01 357.26 0.019 0.019 0.003 1 0.01 PIPE 61 356.32 358.28 4.68 2.51 0.10 356.42 0.122 0.122 0.052 1 0.1 PIPE 62 356.77 357.74 2.45 2.02 0.06 356.83 0.079 0.079 0.354 0.22 0.01 PIPE 63 357.06 357.96 3.06 3.63 0.20 357.27 0.373 0.373 0.28 1 0.2 PIPE 64 357.27 357.98 2.98 0.37 0.00 357.27 0.004 0.004 0.001 1 0 PIPE 65 357.30 357.94 2.94 2.63 0.11 357.41 0.195 0.195 0.031 1 0.11 PIPE 66 357.29 358.01 3.01 0.96 0.01 357.30 0.026 0.026 0.018 1 0.01 PIPE 67 356.65 359.89 3.69 0.98 0.01 356.66 0.027 0.027 0.007 1 0.01 PIPE 68 356.28 358.48 3.38 1.11 0.02 356.30 0.024 0.024 0.014 1 0.02 PIPE 69 356.49 359.51 3.21 1.49 0.03 356.53 0.063 0.063 0.195 1 0.03 PIPE 70 356.53 359.53 3.13 1.50 0.03 356.57 0.064 0.064 0.006 1 0.03 PIPE 71 355.95 359.50 3.60 0.74 0.01 355.96 0.015 0.015 0.002 1 0.01 PIPE 72 355.95 359.51 3.65 0.72 0.01 355.96 0.015 0.015 0.004 1 0.01 PIPE 73 357.38 j 364.77 6.37 3.36 0.18 357.56 0.493 0.259 0.039 1.00 z n/a PIPE 74 355.80 359.71 3.71 0.70 0.01 355.81 0.011 0.01 0.006 1 0.01 PIPE 75 356.30 358.48 2.98 0.78 0.01 356.31 0.017 0.017 0.004 1 0.01 PIPE 76 356.35 358.56 3.06 1.36 0.03 356.38 0.052 0.052 0.013 1 0.03 PIPE 77 356.42 358.28 2.88 0.93 0.01 356.43 0.025 0.025 0.002 1 0.01 PIPE 78 356.42 358.28 2.86 0.61 0.01 356.43 0.011 0.011 0.003 1 0.01 PIPE 79 356.95 360.44 3.04 1.00 0.02 356.96 0.023 0.019 0.003 1 0.02 PIPE 80 355.28 359.40 3.00 1.58 0.04 355.32 0.14 0.141 0.01 1 0.04 PIPE 81 356.64 363.00 6.60 2.96 0.14 356.78 0.248 0.248 0.067 1 0.14 PIPE 82 356.58 363.00 6.60 0.54 0.00 356.58 0.008 0.008 0.001 1 0 PIPE 83 354.50 362.10 6.50 3.49 0.19 354.69 0 0 0 1.00 z n/a PIPE 84 354.19 j 358.42 2.92 11.84 2.18 356.37 0 0 0 1.00 z n/a PIPE 85 353.52 361.30 6.50 8.33 1.08 354.60 0 0 0 1.00 z n/a PIPE 86 353.83 361.30 6.33 7.99 0.99 354.82 0 0 0 1.00 z n/a PIPE 1SUMPUPSTREAMMANHOLE PIPE 2PIPE 3PLUM HALLOW AVENUEPIPE 4PIPE 56PIPE 57PIPE 58PIPE 59DOWNSTREAMMANHOLEMANHOLEMANHOLEMANHOLEMANHOLEMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLE PIPE 5PIPE 6WANDERER WAYDOWNSTREAMMANHOLEMANHOLEMANHOLEUPSTREAMMANHOLE PIPE 7PIPE 8PIPE 9PIPE 10PIPE 11ALMONDWOOD CIRCLEPIPE 12DOWNSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLE PIPE 13PIPE 14PIPE 15PIPE 16PIPE 17ORCHARD VIEW DRIVEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE WINTERSWEET DRIVEPIPE 18PIPE 19PIPE 28PIPE 29DOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE UPSTREAMMANHOLEUPSTREAMMANHOLEDOWNSTREAMMANHOLEPIPE 20HEATHLAND DRIVEPIPE 21 PIPE 23WINTERSWEET DRIVEPIPE 24MANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE . ALTAIRCOURTPIPE 25PIPE 26PIPE 27DOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 39PIPE 40PIPE 41PIPE 42ALMONDWOOD CIRCLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE VALLEY QUAIL LANEPIPE 43PIPE 44PIPE 45PIPE 61PIPE 62PIPE 63PIPE 66CB-27DOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE PIPE 46PIPE 47KING RANCH ROADDOWNSTREAMMANHOLEMANHOLEUPSTREAMMANHOLE UPSTREAMMANHOLEUPSTREAMMANHOLEDOWNSTREAMMANHOLEPIPE 48PIPE 49RENFRO ROAD PIPE 52 - AMBERLEA WAYDOWNSTREAMMANHOLEUPSTREAMMANHOLE UPSTREAMMANHOLEDOWNSTREAMMANHOLEPIPE 53 PIPE 68PIPE 69KING RANCH ROADDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE DOWNSTREAMMANHOLEPIPE 22CB-7 DOWNSTREAMMANHOLEPIPE 30CB-5 DOWNSTREAMMANHOLEPIPE 31CB-4 DOWNSTREAMMANHOLEPIPE 32CB-6 DOWNSTREAMMANHOLEPIPE 33CB-2 DOWNSTREAMMANHOLEPIPE 34CB-3 DOWNSTREAMMANHOLEPIPE 35CB-8 DOWNSTREAMMANHOLEPIPE 36CB-9 DOWNSTREAMMANHOLEPIPE 37CB-11 DOWNSTREAMMANHOLEPIPE 38CB-10 DOWNSTREAMMANHOLEPIPE 50CB-32 DOWNSTREAMMANHOLEPIPE 51CB-12 DOWNSTREAMMANHOLEPIPE 54CB-15 DOWNSTREAMMANHOLEPIPE 55CB-13 DOWNSTREAMMANHOLEPIPE 60CB-19 DOWNSTREAMMANHOLEPIPE 64CB-29 DOWNSTREAMMANHOLEPIPE 65CB-28 DOWNSTREAMMANHOLEPIPE 67CB-14 DOWNSTREAMMANHOLEPIPE 70CB-34 DOWNSTREAMMANHOLEPIPE 71CB-17 DOWNSTREAMMANHOLEPIPE 72CB-16 DOWNSTREAMMANHOLEPIPE 73CB-20 DOWNSTREAMMANHOLEPIPE 74CB-18 DOWNSTREAMMANHOLEPIPE 75CB-35 DOWNSTREAMMANHOLEPIPE 76CB-33 DOWNSTREAMMANHOLEPIPE 77CB-30 DOWNSTREAMMANHOLEPIPE 78CB-31 DOWNSTREAMMANHOLEPIPE 79CB-21 DOWNSTREAMMANHOLEPIPE 80CB-36 DOWNSTREAMMANHOLEPIPE 81CB-23 DOWNSTREAMMANHOLEPIPE 82 DOWNSTREAMMANHOLEPIPE 83CB-24 DOWNSTREAMMANHOLEPIPE 84CB-37 DOWNSTREAMMANHOLEPIPE 85CB-25 DOWNSTREAMMANHOLEPIPE 86CB-26 TRACTS 7093 and 7186HYDRAULIC CALCULATIONS (OUTPUT)Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGLSfInvertNo. Length Size Rate Velocity Flowing Down Down DownHead DownDown Down Up(ft)(in)(cfs)(ft/s)Full (cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft)PIPE A 140.92 18 3.77 2.14 3.43 347.25 351.80 2.14 0.07 351.87 0.13 347.40PIPE B 215.22 18 1.45 0.85 3.51 347.40 352.05 0.85 0.01 352.07 0.02 347.64PIPE C 8.00 18 1.45 0.85 3.71 347.64 352.11 0.85 0.01 352.12 0.02 347.65PIPE D 289.53 18 2.96 1.70 3.49 347.40 352.05 1.70 0.04 352.10 0.082 347.72PIPE E 8.00 18 2.97 1.70 3.71 347.72 352.34 1.70 0.04 352.38 0.082 347.73Pipe HGL Grnd/Rim Cover Velocity Velocity EGLSfSfEnergy J-Loss MinorNo. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss(ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft)PIPE A 351.98 360.82 11.92 2.14 0.07 352.05 0.130 0.130 0.183 1 0.07PIPE B 352.10 360.33 11.19 0.85 0.01 352.11 0.020 0.020 0.044 1 0.01PIPE C 352.11 360.15 11.00 0.85 0.01 352.12 0.020 0.020 0.002 1 0.01PIPE D 352.29 360.00 10.78 1.70 0.04 352.34 0.082 0.082 0.236 1 0.04PIPE E 352.34 359.73 10.50 1.70 0.04 352.39 0.082 0.082 0.007 1 0.04 PIPE BPIPE CUPSTREAMMANHOLEDOWNSTREAMMANHOLECB-B PIPE ASUMPUPSTREAMMANHOLE PIPE DPIPE EUPSTREAMMANHOLEDOWNSTREAMMANHOLECB-A DBASIN EXHIBIT TRACTS 7093 and 7186 BASIN SIZING CALCULATIONS 1.0 357.8 356.8 346.8 351.8 10.0 feet Abtm = 30,495 sq ft = 0.70 acres Amid = 40,465 sq ft = 0.93 acres Atop = 51,343 sq ft = 1.18 acres Provided Sump Capacity =406,163 Cu. FT 9.32 AC-FT TABLE OF RUNOFF COEFFICIENTS C x A = R-1, 6000 SF 0.42 R-1, 6750 SF 0.4 R-1, 7500 SF 0.38 R-1, 8125 SF 0.37 48.07 17.79 R-1, 8750 SF 0.36 R-1, 10000 SF 0.34 83.74 28.47 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 4.95 0.74 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 w/ Landscaping 0.85 17.22 14.64 Pavement, drives & roofs 0.95 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 =61.64 Total Total 153.98 =Acres 153.98 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =9.25 AC-FT 0.08 AC-FTTotal Difference of Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (0.70+3.72+1.18) x 10.0 = 1/6 x (5.60) x 10.0 Depth from Design Water Surface = Bottom Area of Sump Half Depth Area of Sump Area of Design Water Level Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D Freeboard (ft)= Water Surface Elev = Lowest Inlet Elev = Bottom Basin Elev = Starting HGL Elev = DRAINAGE EXHIBIT Street Slope: 0.72%Design Storm:100 yr.CompositeConcrete Concrete A.C. A.C. TotalDepth Area RhMannings Q Velocity Mannings Length Mannings Length Length(ft.) (sf) (ft.) n (cfs) (fps) n (ft.) n (ft.) (ft.)0.10.090.05 0.014 0.11 1.230.0141.800.017 0.00 1.800.20.490.08 0.016 0.69 1.410.0142.000.017 4.44 6.440.31.390.12 0.016 2.61 1.880.0142.000.017 9.44 11.440.42.790.17 0.017 6.49 2.330.0142.000.017 14.44 16.440.453.680.19 0.017 9.34 2.540.0142.000.017 16.94 18.940.54.670.23 0.023 9.83 2.110.0142.000.017 18.00 20.00Maximum Allowable Street CapacityStreet Slope: 0.25%Design Storm:100 yr.CompositeConcrete Concrete A.C. A.C. TotalDepth Area RhMannings Q Velocity Mannings Lip Length Mannings Length Length(ft.) (sf) (ft.) n (cfs) (fps) n (ft.) n (ft.) (ft.)0.10.090.05 0.014 0.07 0.730.0141.800.017 0 1.800.20.420.09 0.016 0.39 0.910.0142.000.017 2.96 4.960.31.090.13 0.016 1.29 1.180.0142.000.017 6.30 8.300.42.090.18 0.017 3.01 1.440.0142.000.017 9.63 11.630.452.850.21 0.017 4.52 1.580.0142.000.017 11.63 13.630.53.430.23 0.017 5.76 1.680.0142.000.017 12.96 14.96Maximum Allowable Street Capacity6" Concrete CurbTheoreticalSTREET CAPACITIESWanderer Way (Half Width)6" Concrete CurbTheoreticalAOlive Drive (Half Width): 3.03% Cross SlopeSUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm Inlet Curb DNAME RunoffIntensityTotal Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap PipeCoef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time FeetIn Dia.AC. MIN. Feet Ft/FtMIN. MIN. In.Wanderer Way 0.85 1.80 3.77 10.001000 2.50 0.25% 5.77 60 2.03 10.00 0 8.20 5.57Allen Rd (3.03%)0.85 1.80 2.86 10.001000 2.50 0.25% 4.38 60 1.91 10.00 0 8.74 5.03STREET CAPACITIESAOlive Dr (3.03%) Know what'sbelow.before you dig.CallR3.77 UpstreamAcres to this Point AMBERLEA CADENCEROYAL MEADOWPLUM HALLOW AVENUEPLUM HALLOW AVENUEWANDERER WAY CEDAR POST DRIVE BREWERTON TRAVATA TRAVATA ALTAIRWINTERSWEETWI N T E R SW E E T GLADEVIEW LANE HEATHLAND AESTIVAL