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HomeMy WebLinkAboutTract 7355 Units 1-2 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 a storm drainage system design to handle future storm drain conveyance from upstream tributary areas. 3. To provide an economical and reasonable design for storm drain conveyance and disposal facilities. 2.0 GUIDELINES The following design standards were used in the development of this study: 1. Initial times to concentration (roof to gutter) are 15 minutes for R-1 Development. 2. The site consists of the Soil Group A type which was obtained from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this report with the breakdown as follows: · 125 - Granoso loamy sand, 0 to 2 percent slopes · 152 - Excelsior sandy loam, 0 to 2 percent slopes, MLRA 17 · 174 - Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 3. The runoff coefficients used are (Existing & Proposed Condition): · 0.15 - Park · 0.40 - R-1, 6,750 S.F. · 0.83 - Pavement with Landscaping Median/Sidewalk Area · 0.95 - Parking areas, pavement, drives, & 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 park lots and therefore were modeled as such so that the improvements were accurate. The project area for the storm drain improvements are dictated by the flat terrain that is present. More specifically the improvements are designed to benefit all areas bounded to the east by Highgate Park Boulevard, to the north by Ming Avenue, to the south by existing Tract 7354 and to the west by a future Unit 3 that takes storm drain runoff into the existing basin. Ming Avenue, between Highgate Park Boulevard and the unit boundary, will discharge its runoff into the proposed storm drain system at Catch Basin #9 (Ming 1) on the northerly side. Catch Basin #10 (Ming 2), on the southerly side of Ming Avenue, collects runoff from the tract boundary to the beginning of the right turn pocket, west of Highgate Park Boulevard. This tributary area includes approximately 1.40 acres of linear park with a meandering sidewalk. This stretch of Ming Avenue will include landscaping on the medians and integrated with the sidewalk areas thus a composite runoff has been calculated for these areas. This runoff will convey into the tract via 18” RCP (Pipe 13) and tie into the back of Catch Basin #1 on Ambridge Knolls Drive. Drainage Areas 1 and 2 will discharge its runoff into two catch basins (CB #1 & CB #2) at the approximately the midpoint of Ambridge Knolls Drive. This discharge flows through Pipes 9 & 10 via a 24” RCP southerly on Devonworth Way towards Coyle Circle. Drainage Areas 3 and 4 drains into Catch Basins #3 & #4 located at the midway point between Devonworth Way and Doverham Way along Coyle Circle. The cumulative flows from Ming Avenue and Drainage Areas 1-4 flow easterly through Pipe 8, a 30“ RCP line, and ultimately through Pipes 1 & 7. Catch Basins #5 and #6 4 located on the westerly side of the intersection on Bixshire Drive and Coyle Circle which handles Drainage Areas 5 and 6. The Dog Park Area on the easterly side of the tract will compromise of a dog park with grass and landscaping along with a parking lot and drive aisle for access. A catch basin will capture runoff from this parking lot, drive aisle, and a portion of the park. This flow will be conveyed to through an 18” RCP (Pipe A) to the Point of Connection. The remaining area (2.19 acres) for the Dog Park will drain into local area drainage system comprising of 8” pipes that ultimately ties into the Point of Connection. Approximately 0.39 acres from Tract 7354 - Drainage Area 1 (from the Approved Drainage Study), has been included as part of this Parking Area. This discharge flows through Pipes 3 & 4 via an 18” RCP southerly through and easement and westerly along Coyle Circle. Drainage Areas 7 and 8 consists of the residential lots east of Bixshire Drive and will discharge its runoff into two catch basins (CB #7 & CB #8). These catch basins will be located on the easterly side of the intersection on Bixshire Drive and Coyle Circle. The cumulative flow from Pipes 2 & 7 will confluence at the upstream end of Pipe 1 (a proposed 36” RCP and Pipe 26 from the approved Drainage Study for Tract No. 7354). The proposed overall discharge (12.47 cfs) entering the existing Tract 7354 drainage system was accounted for in the approved study. Thus the study does not need to be revised since discharge produced was close to previously estimated amount (12.15 cfs) while being analyzed as a 30” pipe size. This discharge enters existing Tract 7354 and ties into an existing 36” RCP (Pipe 25 from the approved Drainage Study for Tract No. 7354). The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined based the 5-year storm event. Referring to the Approved Drainage Study for Tract 7354, the existing sump will currently retain a required volume of 15.24 acre-feet (AF). The existing required capacity for this sump is 8.37 AF for existing Tracts 7300 and 7354. The required sump capacity for Tract 7355 (All Units) is 3.04 AF. The required basin volume was calculated using the City of Bakersfield sump volume equation [ V=0.15 x Ʃ (CxA) ] for a total of 15.03 AF. The total contributing areas equal 241.34 acres; this acreage and runoff coefficient values are divided into the areas as noted below. AREA ACRES COEFFICIENT C X A TRACT 7355 (Units 1 & 2) and Future Tract 7355 (Units 3 & 4) Park 6.84 0.15 1.03 R-1, 6750 SF 35.75 0.40 14.30 Pavement Area w/ Landscaping 3.85 0.83 3.20 Pavement Area 1.83 0.95 1.74 TRACT 7355 Ʃ(CXA) = 20.27 Future Tract 63.25 (REFER TO SUMP CALCS) 24.18 Existing Tract 7354 73.88 (REFER TO APPROVED STUDY) 30.74 Existing Tract 7300 55.94 (REFER TO APPROVED STUDY) 25.04 EX. TRACT 7300, EX. TRACT 7354, TRACT 7355, & FUTURE TRACT Ʃ(CXA) = 100.23 TOTAL (AC) 241.34 VOLUME REQUIRED (AF) = 15.03 5 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2014. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of concentrations in a 10-year event. The flows from the 10-year event were calculated and routed. Starting HGL at the basin was estimated to be 4.5’ above the basin bottom. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were not routed since the time of concentration at Pipe 1 (28.93 min) is greater than Pipe 26 (26.89 min) from the approved Drainage Study for Tract No. 7354 which is the same point of connection at the tract boundary. The pipes in this system were upsized from 30” RCP to 36” RCP on the approved Storm Drain Improvement Plans thus the HGL is not less than 0.5’ below the proposed grade at any manhole and catch basin. The main objectives of this study were to design an economical storm drain system and meet the design standards set by the City of Bakersfield. The storm drain system will be able to handle a 10-year event. The Basin Exhibit, part of this study, is the same layout from the Approved Drainage Study for Tract No. 7354. The basin will have the same total water depth of 9’ with a minimum of 1’ of freeboard. The existing basin will be able to store 15.24 AF of runoff. The depth of the basin is +15 feet deep with a water surface of 343.0’ (9.0 feet from bottom) which remains unchanged from the Approved Drainage Study for Tract 7354. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/12/2019 Page 1 of 4391160039117003911800391190039120003912100391220039123003912400391250039126003912700391280039129003913000391160039117003911800391190039120003912100391220039123003912400391250039126003912700391280039129003913000302400302500302600302700302800302900303000303100303200303300303400303500 302400 302500 302600 302700 302800 302900 303000 303100 303200 303300 303400 303500 35° 20' 29'' N 119° 10' 27'' W35° 20' 29'' N119° 9' 41'' W35° 19' 38'' N 119° 10' 27'' W35° 19' 38'' N 119° 9' 41'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 350 700 1400 2100 Feet 0 100 200 400 600 Meters Map Scale: 1:7,540 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kern County, California, Northwestern Part Survey Area Data: Version 11, Sep 14, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 30, 2016—Nov 2, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/12/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 125 Granoso loamy sand, 0 to 2 percent slopes A 104.4 49.0% 152 Excelsior sandy loam, 0 to 2 percent slopes, MLRA 17 A 95.7 44.9% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 13.0 6.1% Totals for Area of Interest 213.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/12/2019 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/12/2019 Page 4 of 4 HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:Tract 7355 (Units 1-2)R-1, 6750 SF 0.4 DATE:Oct-20 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.8 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Industrial 0.8 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 Backyards 0.05 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm 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. Ming Ave -1 0.83 1.80 1.95 10.00 1027 3.75 0.37% 2.92 60 2.06 10.00 0 8.29 4.26 PIPE 14 93 1.66 0.94 18 10.94 Ming Ave -2 0.65 1.80 4.42 10.00 1078 4.00 0.37% 5.14 60 2.27 10.00 0 7.92 5.05 PIPE 13 0.70 1.75 6.37 188 7.82 4.43 10.94 0.71 18 11.64 AREA 1 0.40 1.35 2.61 17.74 289 0.87 0.30% 1.41 60 1.76 17.74 15 2.74 3.53 PIPE 12 0.62 1.35 8.98 19 7.46 4.22 17.74 0.07 18 17.81 AREA 2 0.40 1.39 1.46 17.09 190 0.48 0.25% 0.81 60 1.52 17.09 15 2.09 3.08 PIPE 11 8 0.46 0.27 18 17.36 PIPE 10 0.59 1.35 10.44 293 8.22 2.62 17.81 1.87 24 19.68 PIPE 9 0.59 1.24 10.44 260 7.56 2.41 19.68 1.80 24 21.48 AREA 3 0.40 1.39 1.81 17.04 190 0.48 0.25% 1.01 60 1.55 17.04 15 2.04 3.27 PIPE 16 8 0.57 0.22 18 17.26 AREA 4 0.40 1.27 3.19 19.08 408 1.05 0.26% 1.62 60 1.67 19.08 15 4.08 3.84 PIPE 17 19 0.92 0.34 18 19.42 Tc CALCULATIONS Tract 7355 (Units 1-2) 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. Tract 7355 (Units 1-2) PIPE 15 0.40 1.25 5.00 293 2.50 0.80 19.42 6.13 24 25.55 PIPE 8 0.53 1.02 15.44 239 8.27 1.68 25.55 2.37 30 27.92 AREA 5 0.40 1.30 2.09 18.56 358 1.05 0.29% 1.09 60 1.68 18.56 15 3.56 3.26 PIPE 19 9 0.62 0.25 18 18.81 AREA 6 0.40 1.43 0.70 16.42 113 0.33 0.29% 0.40 60 1.32 16.41 15 1.42 2.52 PIPE 18 18 0.23 1.32 18 17.73 PIPE 7 0.51 0.96 18.23 51 8.82 1.80 27.92 0.48 30 28.39 Parking Lot 0.58 1.80 0.90 10.00 220 4.10 1.86% 0.93 60 3.15 10.00 0 1.16 2.56 PIPE A 100 0.53 3.15 18 13.15 Dog Park Area 0.23 1.80 2.19 10.00 500 1.25 0.25% 0.92 60 1.54 10.00 0 5.42 3.19 PIPE 4 0.33 1.62 3.09 204 1.67 0.52 13.15 6.50 18 16.50 PIPE 3 0.33 1.42 3.09 498 1.47 0.83 16.50 10.01 18 26.51 AREA 7 0.40 1.29 5.08 18.81 552 3.82 0.69% 2.62 60 2.41 18.81 15 3.81 4.03 PIPE 5 8 1.48 0.09 18 18.90 AREA 8 0.40 1.26 2.31 19.23 530 3.77 0.71% 1.17 60 2.09 19.23 15 4.23 3.11 PIPE 6 18 0.66 0.45 18 19.68 PIPE 2 0.38 0.99 10.48 42 3.96 1.26 26.51 0.55 24 27.06 PIPE 1 0.46 0.94 28.71 162 12.47 1.76 28.39 1.53 36 29.93 Copy.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, May 13 2020 Drainage Area 1: Catch Basin 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) = 1.48 Highlighted Q Total (cfs) = 1.48 Q Capt (cfs) = 1.48 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.42 Efficiency (%) = 100 Gutter Spread (ft) = 3.95 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, May 13 2020 Drainage Area 2: Catch Basin 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) = 0.85 Highlighted Q Total (cfs) = 0.85 Q Capt (cfs) = 0.85 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.67 Efficiency (%) = 100 Gutter Spread (ft) = 3.20 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, May 13 2020 Drainage Area 3: Catch Basin 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) = 1.06 Highlighted Q Total (cfs) = 1.06 Q Capt (cfs) = 1.06 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.94 Efficiency (%) = 100 Gutter Spread (ft) = 3.46 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, May 13 2020 Drainage Area 4: Catch Basin 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) = 1.71 Highlighted Q Total (cfs) = 1.71 Q Capt (cfs) = 1.71 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.66 Efficiency (%) = 100 Gutter Spread (ft) = 4.19 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, May 13 2020 Drainage Area 5: Catch Basin 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) = 1.14 Highlighted Q Total (cfs) = 1.14 Q Capt (cfs) = 1.14 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.03 Efficiency (%) = 100 Gutter Spread (ft) = 3.56 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, May 13 2020 Drainage Area 6: Catch Basin 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) = 0.430 Highlighted Q Total (cfs) = 0.430 Q Capt (cfs) = 0.430 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- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, May 13 2020 Drainage Area 7: Catch Basin 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) = 2.75 Highlighted Q Total (cfs) = 2.75 Q Capt (cfs) = 2.75 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.66 Efficiency (%) = 100 Gutter Spread (ft) = 5.19 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, May 13 2020 Drainage Area 8: Catch Basin 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) = 1.230 Highlighted Q Total (cfs) = 1.230 Q Capt (cfs) = 1.230 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.22 Efficiency (%) = 100 Gutter Spread (ft) = 3.75 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, May 13 2020 Drainage Area Ming Ave-1: Catch Basin 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) = 2.920 Highlighted Q Total (cfs) = 2.920 Q Capt (cfs) = 2.920 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.79 Efficiency (%) = 100 Gutter Spread (ft) = 5.32 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Oct 15 2020 Drainage Area Ming Ave-2: Catch Basin 10> Curb Inlet Location = Sag Curb Length (ft) = 7.00 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 5.14 Highlighted Q Total (cfs) = 5.14 Q Capt (cfs) = 5.14 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.76 Efficiency (%) = 100 Gutter Spread (ft) = 17.70 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, Oct 15 2020 Parking Lot Area - Catch Basin> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 Slope, Sx (ft/ft) = 0.020 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.93 Highlighted Q Total (cfs) = 0.93 Q Capt (cfs) = 0.93 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.29 Efficiency (%) = 100 Gutter Spread (ft) = 7.39 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7355 [U1-2] 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 Up (ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) Down (ft) (ft) (%) (ft) PIPE 1 162.12 36 12.47 1.76 22.22 339.00 346.83 1.76 0.05 346.88 0.04 339.18 PIPE 2 41.54 24 3.96 1.27 7.85 339.18 346.94 1.27 0.03 346.96 0.03 339.23 PIPE 3 498.46 18 1.47 0.83 3.49 339.23 346.97 0.83 0.01 346.98 0.02 339.78 PIPE 4 203.68 18 1.67 0.95 3.45 339.78 347.08 0.95 0.01 347.10 0.03 340.00 PIPE 5 7.63 18 2.62 1.48 3.80 339.23 346.97 1.48 0.03 347.01 0.06 339.24 PIPE 6 17.92 18 1.17 0.66 3.51 339.23 346.97 0.66 0.01 346.98 0.01 339.25 PIPE 7 51.32 30 8.82 1.80 14.02 339.18 346.94 1.80 0.05 346.99 0.05 339.24 PIPE 8 239.18 30 8.27 1.68 13.52 339.24 347.01 1.69 0.04 347.05 0.04 339.50 PIPE 9 260.00 24 7.56 2.41 7.55 339.50 347.15 2.41 0.09 347.24 0.11 339.79 PIPE 10 293.16 24 8.22 2.62 7.47 339.79 347.53 2.62 0.11 347.64 0.13 340.11 PIPE 11 7.56 18 0.81 0.46 3.82 344.11 348.02 0.46 0.00 348.03 0.01 344.12 PIPE 12 18.82 18 7.46 4.22 3.42 340.11 348.02 4.22 0.28 348.30 0.51 340.13 PIPE 13 187.60 18 7.82 4.43 3.43 340.13 348.24 4.43 0.30 348.54 0.56 340.33 PIPE 14 93.00 18 2.92 1.65 3.44 340.33 349.33 1.65 0.04 349.37 0.08 340.43 PIPE 15 293.12 24 2.50 0.80 7.47 339.50 347.15 0.80 0.01 347.16 0.01 339.82 PIPE 16 7.55 18 1.01 0.57 3.82 339.82 347.20 0.57 0.01 347.20 0.01 339.83 PIPE 17 18.73 18 1.62 0.92 4.20 339.82 347.20 0.92 0.01 347.21 0.02 339.85 PIPE 18 17.97 18 0.40 0.23 3.50 339.24 347.01 0.23 0.00 347.01 0.00 339.26 PIPE 19 9.25 18 1.09 0.62 3.45 339.24 347.01 0.62 0.01 347.02 0.01 339.25 PIPE A 100.00 18 0.93 0.53 3.48 339.24 347.15 0.53 0.00 347.15 0.01 339.25 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 1 346.89 350.89 8.71 1.76 0.05 346.94 0.035 0.035 0.057 1 0.05 PIPE 2 346.95 349.53 8.30 1.27 0.03 346.97 0.031 0.031 0.013 1 0.03 PIPE 3 347.07 353.25 11.97 0.83 0.01 347.08 0.02 0.02 0.098 1 0.01 PIPE 4 347.13 354.00 12.50 0.95 0.01 347.15 0.025 0.025 0.052 1 0.01 PIPE 5 346.98 349.05 8.31 1.48 0.03 347.01 0.062 0.062 0.005 1 0.03 PIPE 6 346.98 349.05 8.30 0.66 0.01 346.98 0.012 0.012 0.002 1 0.01 PIPE 7 346.96 348.87 7.13 1.80 0.05 347.01 0.046 0.046 0.024 1 0.05 PIPE 8 347.11 349.50 7.50 1.68 0.04 347.15 0.041 0.041 0.097 1 0.04 PIPE 9 347.44 349.33 7.54 2.41 0.09 347.53 0.112 0.112 0.291 1 0.09 PIPE 10 347.92 349.30 7.19 2.62 0.11 348.02 0.132 0.132 0.387 1 0.11 PIPE 11 348.03 348.78 3.16 0.46 0.00 348.03 0.006 0.006 0 1 0 PIPE 12 348.12 348.76 7.13 4.22 0.28 348.40 0.505 0.505 0.095 0.43 0.12 PIPE 13 349.28 356.11 14.28 4.43 0.30 349.58 0.555 0.555 1.041 0.15 0.05 PIPE 14 349.40 356.11 14.18 1.65 0.04 349.44 0.077 0.077 0.072 1 0.04 PIPE 15 347.19 348.83 7.01 0.80 0.01 347.20 0.012 0.012 0.036 1 0.01 PIPE 16 347.20 348.30 6.97 0.57 0.01 347.20 0.009 0.009 0.001 1 0.01 PIPE 17 347.20 348.30 6.95 0.92 0.01 347.21 0.024 0.024 0.004 1 0.01 PIPE 18 347.01 348.60 7.84 0.23 0.00 347.01 0.001 0.001 0 1 0 PIPE 19 347.01 348.60 7.85 0.62 0.01 347.02 0.011 0.011 0.001 1 0.01 PIPE A 347.16 354.00 12.39 0.53 0.00 347.16 0.008 0.008 0.008 1 0 BIXSHIRE DRIVE - PIPE 1Point of ConnectionUpstream Manhole COYLE CIRCLEPIPE 2PIPE 3Downstream ManholeUpstream ManholeManhole PIPE 4DownstreamManholePoint of Connectionfor Dog Park PIPE 5DownstreamManholeCB-7 PIPE 6DownstreamManholeCB-8 PIPE 7PIPE 8PIPE 15COYLE CIRCLEDownstreamManholeManholeUpstream ManholeManhole PIPE 9DownstreamManholeUpstream Manhole PIPE 10DownstreamManholeUpstream Manhole PIPE 11DownstreamManholeCB-2 PIPE 12PIPE 13PIPE 14DownstreamManholeCB-1CB-10CB-9 PIPE 16DownstreamManholeCB-3 PIPE 17DownstreamManholeCB-4 PIPE 18DownstreamManholeCB-6 PIPE 19DownstreamManholeCB-5 PIPE ACB Point of Connection DBASIN EXHIBIT EX. TRACT 7300, TRACT 7354, and TRACT 7355 BASIN SIZING CALCULATIONS 344.0 344.0 343.0 334.0 9 feet Abtm = 62,909 sq ft = 1.44 acres Amid = 73,647 sq ft = 1.69 acres Atop = 85,170 sq ft = 1.96 acres Provided Sump Capacity =664,000 Cu. FT 15.24 AC-FT TABLE OF RUNOFF COEFFICIENTS EXISTING EXISTING TR 7355 FUTURE C x A = TR 7300 TR 7354 TRACT R-1, 5500 SF 0.43 17.07 7.34 R-1, 6000 SF 0.42 17.51 19.25 54.41 38.29 R-1, 6750 SF 0.4 16.47 16.50 13.19 R-1, 7500 SF 0.38 15.87 40.16 21.29 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.8 Commercial 0.9 Rec Center 0.667 1.82 1.21 Parks 0.15 0.76 7.83 6.84 8.84 3.64 Grasslands, Type A Soil 0.15 Grasslands, Type B Soil 0.25 Grasslands, Type C Soil 0.35 Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 3.95 1.83 5.49 Pavement w/ LS Median 0.83 8.38 3.85 10.15 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 100.61 n C x A EXISTING EXISTING TR 7355 FUTURE TR 7300 TR 7354 TRACT Total 55.94 73.88 48.27 63.25 Acres 241.34 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =15.09 AC-FT 0.15 AC-FT AC-FTTotal Difference of Provided Sump Capacity Required Sump Capacity Volume = 1/6 x (1.44+6.76+1.96) x 9.0 = 1/6 x (10.16) x 9.0 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 = EXISTING TRACTS 7300 & 7354 AND TRACT 7355 (UNITS 1 & 2) DRAINAGE EXHIBIT UNIT 2UNIT 1U CB 1CB 2CB 3CB 4CB 5CB 6CB 8CB 7CB 10CB CB 9CB REFERENCE Home 8 Round Grate, Green 8" Round Grate, Green Where to Buy Add to Cart Description NDS grates are a proven alternative to traditional concrete drains with UV inhibitors are used to prevent fading and cracking from the sun, chemical-resistant, rustproof and maintenance-free, lightweight and easy to install. NDS has a full line of drainage products, fittings and accessories available. This grate helps to collect and remove excess water from driveways, patios and any other outdoor areas, designed for maximum durability to handle light foot traffic. Product Details Specifications & Support Case Studies Articles & Videos Product Details Part number 20 General Product type Grates Material HDPE Color Green Length 7.75 Width 7.75 in. Height 2-1/2" Weight 0.6000 Custom Attributes ADA Yes Load Rating Class A Style Flat Capacity 35.18 GPM  Product Details Load Less Product Details Catalog & Brochures Drainage Catalog PDF Videos S5 Sustainable stormwater Solutions Watch Video S5 Overview Watch Video How to Drain Water from your Landscape: NDS Area Drains Watch Video S5 Intro Watch Video How do I determine the stormwater runoff on my property? Watch Video Case Studies Technical Information Specications 8" Round Grate, Green SKU#: 20 $13.02 Qty 1 Add to Cart California residents: Prop 65 WARNING Find a Store Near You - - Select - - Enter Zip Code Search Now Where to buy Specifications Sheets: NDS Catch Basin Flow Capacities PDF Specifications Sheets: NDS Catch Basin Invert Table PDF Specifications Sheets: NDS Channel Drain Grate Flow Capacities Table PDF  Contact Us Load More Specification Details Request a Quote Need to submit a bid package? Let NDS Project Specialists eliminate the guesswork and accurately quote your drainage project for you. GET QUOTE DesignWorx™ NDS DesignWorx™ Team is there to help with preparation of submittal drawings and specs. SUBMIT A DESIGNOr call us at 888-825-4716 Need Help with Your Project? Find out how NDS solutions experts can help you. Or call us at 888-825-4716 Articles & Videos Capacity at 1-in of water depth: A= 11.50 sq in Q = 0.0108 x 11.50 x 1 = 0.124 cfs 0.124 cfs captured > 0.10 cfs produced Conversion: 1 gallon US per minute (gal/min) = 0.0022 cubic feet per second (ft3/sec) Thus Q Capacity in gpm = 0.124 / 0.0022 = 56.45 gpm ORIFICE EQUATION Hydrology Calculation (going into two 8" round grates) 16,191 sq ft = 0.37 acres C = 0.15; Using Tc= 10 min thus intensity = 1.80 Q= 0.15 x 1.80 x 0.37 = 0.10 cfs REFERENCE HYDROLOGY CALCULATIONS CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:TRACT 7354 R-1, 6750 SF 0.4 DATE:Aug-19 R-1, 7500 SF 0.38 R-1, 10000 SF 0.34 Rational Values:R-1, 15000 SF 0.27 Event: 10 YEAR Values: 5, 10, 50 R-3, R-4, M-H 0.8 M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9 Industrial 0.8 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45 Pavement, drives & roofs 0.95 Backyards 0.05 . Part of a Future Tract tributary to Lawn-landscape 2% slope 0.10 0.17 . the proposed storm drain system. 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. MING AVENUE-2 0.60 1.80 5.85 10.00 1100 2.75 0.25% 6.32 60 2.06 10.00 0.00 8.92 PIPE 47 0.60 1.80 5.85 422 6.32 2.01 10.00 3.50 24 13.50 OFF AREA 1.A 0.42 1.16 12.30 21.28 770 1.90 0.25% 6.02 60 2.04 21.28 15.00 6.28 5.50 PIPE 28 0.48 1.16 18.15 24 10.10 3.22 21.28 0.12 24 21.40 OFF AREA 1.B 0.40 1.22 9.16 20.03 580 1.45 0.25% 4.50 60 1.92 20.03 15.00 5.03 5.08 PIPE 27 590 1.43 6.86 24 26.89 PIPE 26 0.45 0.98 27.31 155 12.15 2.48 26.89 1.04 30 27.94 PIPE 25 0.45 0.96 27.31 164 11.82 2.41 27.94 1.14 30 29.07 AREA 1 0.47 1.41 4.12 16.70 320 2.83 0.89% 2.73 60 3.14 16.70 15.00 1.70 3.87 PIPE 32 25 1.55 0.27 18 16.97 AREA 2 0.38 1.08 3.27 23.61 836 2.20 0.26% 1.35 60 1.62 23.61 15.00 8.61 3.58 PIPE 30 25 0.76 0.55 18 24.16 AREA 3 0.40 1.07 7.58 23.96 1125 3.77 0.34% 3.25 60 2.09 23.96 15.00 8.96 4.37 PIPE 31 0.43 1.07 11.70 44 5.32 1.69 23.96 0.43 24 24.39 Tc CALCULATIONS TRACT 7354 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls 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. TRACT 7354 AREA 4 0.38 1.17 5.42 21.14 644 1.67 0.26% 2.41 60 1.75 21.14 15.00 6.14 4.24 PIPE 29 0.38 1.06 8.69 54 3.51 1.12 24.16 0.81 24 24.96 PIPE 24 0.43 0.93 47.70 556 19.17 2.71 29.07 3.42 36 32.49 AREA 5 0.44 1.12 7.90 22.44 959 3.50 0.37% 3.85 60 2.15 22.44 15.00 7.44 4.59 PIPE 38 13 2.18 0.10 18 22.54 AREA 6 0.38 1.13 6.09 22.25 843 2.41 0.29% 2.61 60 1.94 22.25 15.00 7.25 4.25 PIPE 37 23 1.48 0.26 18 22.51 PIPE 23 0.43 0.86 61.69 50 22.60 3.20 32.49 0.26 36 32.75 AREA 7 0.33 1.80 1.64 10.00 388 1.48 0.38% 0.98 60 1.92 10.00 0.00 3.37 3.06 PIPE 39 14 0.56 0.43 18 10.43 PIPE 22 0.43 0.85 63.33 223 22.93 3.24 32.75 1.15 36 33.90 PIPE 21 0.43 0.83 63.33 140 22.36 3.16 33.90 0.74 36 34.63 OFF AREA 2.A 0.34 1.29 5.16 18.72 388 1.00 0.26% 2.27 60 1.74 18.72 15.00 3.72 4.19 PIPE 20 395 1.28 5.12 18 23.84 PIPE 19 0.34 1.07 5.16 290 1.88 1.07 23.84 4.54 18 28.38 MING AVENUE-1 0.61 1.80 3.35 10.00 560 1.40 0.25% 3.68 60 1.85 10.00 0.00 5.04 PIPE 48 160 2.08 1.28 18 11.28 OFF AREA 2.0 0.42 1.33 3.60 18.05 314 0.80 0.25% 2.01 60 1.72 18.05 15.00 3.05 4.09 PIPE 49 0.51 1.33 6.95 583 4.74 1.51 18.05 6.44 24 24.49 OFF AREA 2.B 0.42 1.31 6.75 18.46 385 0.95 0.25% 3.71 60 1.85 18.46 15.00 3.46 4.76 PIPE 18 0.43 0.94 18.86 575 7.70 2.45 28.38 3.91 24 32.29 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls 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. TRACT 7354PIPE 17 0.43 0.86 18.86 196 7.01 2.23 32.29 1.47 24 33.75 PIPE 16 0.43 0.83 18.86 41 6.78 2.16 33.75 0.32 24 34.07 PIPE 15 0.43 0.83 18.86 130 6.74 2.14 34.07 1.01 24 35.08 AREA 8 0.39 1.21 3.40 20.16 515 1.36 0.26% 1.60 60 1.66 20.16 15.00 5.16 3.81 PIPE 34 25 0.90 0.46 18 20.62 AREA 9 0.35 1.25 2.32 19.42 473 1.58 0.33% 1.02 60 1.78 19.42 15.00 4.42 3.12 PIPE 36 32 0.57 0.92 18 20.34 AREA 10 0.38 1.23 3.54 19.86 487 1.27 0.26% 1.65 60 1.67 19.86 15.00 4.86 3.86 PIPE 33 0.38 1.19 6.94 48 3.17 1.80 20.62 0.45 18 21.06 AREA 11 0.36 1.27 1.95 19.15 438 1.58 0.36% 0.90 60 1.76 19.15 15.00 4.15 3.04 PIPE 35 0.36 1.20 4.27 38 1.83 1.04 20.34 0.61 18 20.95 PIPE 14 0.41 0.81 30.07 678 9.98 2.03 35.08 5.56 30 40.64 PIPE 13 0.42 0.73 93.40 130 28.56 4.04 40.64 0.54 36 41.17 PIPE 12 0.42 0.72 93.40 223 28.29 4.00 41.17 0.93 36 42.10 AREA 12 0.33 1.80 1.62 10.00 388 1.48 0.38% 0.95 60 1.91 10.00 0.00 3.39 3.04 PIPE 40 14 0.54 0.44 18 10.44 PIPE 11 0.42 0.71 95.02 50 28.21 3.99 42.10 0.21 36 42.31 AREA 13 0.45 1.36 2.91 17.64 331 1.34 0.41% 1.76 60 2.09 17.64 15.00 2.64 3.64 PIPE 41 13 1.00 0.22 18 17.86 AREA 14 0.40 1.10 4.82 23.07 836 2.25 0.27% 2.11 60 1.72 23.07 15.00 8.07 4.12 PIPE 42 23 1.19 0.33 18 23.40 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls 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. TRACT 7354 PIPE 10 0.42 0.71 102.75 130 30.38 4.30 42.31 0.51 36 42.81 PIPE 9 0.42 0.70 102.75 515 30.12 4.26 42.81 2.01 36 44.83 PIPE 8 0.42 0.68 102.75 116 29.12 4.12 44.83 0.47 36 45.30 AREA 15 0.42 1.28 3.60 18.88 442 1.29 0.29% 1.94 60 1.90 18.88 15.00 3.88 3.99 PIPE 45 7 1.10 0.11 18 18.99 AREA 16 0.42 1.04 4.39 24.82 1148 3.78 0.33% 1.92 60 1.95 24.82 15.00 9.82 3.79 PIPE 44 17 1.09 0.27 18 25.09 PIPE 7 0.42 0.67 110.74 40 31.16 4.41 45.30 0.15 36 45.45 AREA 17 0.42 1.38 3.25 17.23 365 2.75 0.75% 1.88 60 2.73 17.23 15.00 2.23 3.19 PIPE 46 18 1.07 0.28 18 17.51 PIPE 6 0.42 0.67 113.99 335 32.00 4.53 45.45 1.23 36 46.68 PIPE 5 0.42 0.66 113.99 116 31.38 4.44 46.68 0.43 36 47.11 PIPE 43 0.45 0.99 55.94 60 24.74 3.50 26.68 0.29 36 26.96 AREA 18 0.48 1.24 4.12 19.57 656 3.55 0.54% 2.47 60 2.39 19.57 15.00 4.57 3.98 PIPE 4 9 1.40 0.11 18 19.68 AREA 19 0.60 1.23 3.24 19.83 688 3.55 0.52% 2.39 60 2.37 19.83 15.00 4.83 3.93 PIPE 3 41 1.36 0.50 18 20.33 PIPE 2 0.46 0.98 63.30 290 28.41 4.02 26.96 1.20 36 28.16 PIPE 1 0.43 0.65 177.29 116 50.08 5.21 47.11 0.37 42 47.49 McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls Conveys discharge from Existing Tract 7300(Refer to the Approved Drainage for Tract 7300)a HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7354 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 1 115.97 42 50.08 5.21 28.03 334.25 338.50 5.21 0.42 338.92 0.248 334.34 PIPE 2 163.53 36 28.41 4.02 19.51 336.64 339.64 4.02 0.25 339.89 0.182 336.78 PIPE 3 40.92 18 2.39 2.21 3.67 343.35 344.23 2.21 0.08 344.31 0.122 343.40 PIPE 4 9.08 18 2.47 2.14 3.48 343.35 344.28 2.14 0.07 344.35 0.11 343.36 PIPE 5 115.56 36 31.38 4.44 22.37 336.64 339.64 4.44 0.31 339.95 0.222 336.77 PIPE 6 335.08 36 32.00 4.53 19.28 336.77 339.96 4.53 0.32 340.28 0.23 337.05 PIPE 7 39.68 36 31.16 4.41 18.34 337.05 341.05 4.41 0.30 341.35 0.219 337.08 PIPE 8 115.94 36 29.12 4.12 21.46 337.08 341.44 4.12 0.26 341.71 0.191 337.20 PIPE 9 514.91 36 30.12 4.27 20.78 337.20 341.82 4.27 0.28 342.10 0.204 337.70 PIPE 10 130.41 36 30.38 4.30 21.06 337.70 343.12 4.30 0.29 343.41 0.208 337.83 PIPE 11 49.75 36 28.21 3.99 21.15 337.83 343.68 3.99 0.25 343.93 0.179 337.88 PIPE 12 223.00 36 28.29 4.00 21.88 337.88 344.02 4.00 0.25 344.26 0.18 338.12 PIPE 13 130.00 36 28.56 4.05 21.09 338.12 344.67 4.05 0.25 344.92 0.184 338.25 PIPE 14 677.84 30 9.98 2.04 13.64 338.25 345.16 2.04 0.06 345.22 0.059 339.00 PIPE 15 129.65 24 6.74 2.15 7.43 339.00 345.63 2.15 0.07 345.70 0.089 339.14 PIPE 16 41.04 24 6.78 2.16 7.89 339.14 345.79 2.16 0.07 345.86 0.09 339.19 PIPE 17 196.19 24 7.01 2.23 7.40 339.19 345.83 2.23 0.08 345.91 0.096 339.40 PIPE 18 574.86 24 7.70 2.45 7.48 339.40 346.09 2.45 0.09 346.18 0.116 340.03 PIPE 19 290.00 18 1.88 1.08 3.49 340.03 346.94 1.08 0.02 346.96 0.033 340.35 PIPE 20 394.92 18 2.27 1.30 3.47 340.35 347.06 1.30 0.03 347.08 0.048 340.78 PIPE 21 140.00 36 22.36 3.16 21.83 338.25 345.16 3.16 0.16 345.32 0.112 338.40 PIPE 22 223.00 36 22.93 3.25 22.33 338.40 345.47 3.25 0.16 345.64 0.119 338.65 PIPE 23 49.75 36 22.60 3.20 21.15 338.65 345.90 3.20 0.16 346.06 0.115 338.70 PIPE 24 556.08 36 19.17 2.72 21.91 338.70 346.12 2.72 0.11 346.23 0.083 339.30 PIPE 25 164.17 30 11.82 2.41 14.32 339.30 346.69 2.41 0.09 346.78 0.083 339.50 PIPE 26 155.00 30 12.15 2.48 14.73 339.50 346.84 2.48 0.10 346.94 0.088 339.70 PIPE 27 590.00 24 4.50 1.43 7.51 339.70 347.08 1.43 0.03 347.11 0.04 340.35 PIPE 28 570.42 24 6.02 1.93 6.42 339.70 347.08 1.93 0.06 347.13 0.072 340.16 PIPE 29 54.00 24 3.51 1.13 7.54 339.30 346.69 1.13 0.02 346.71 0.025 339.36 PIPE 30 24.86 18 1.35 0.79 3.65 339.36 346.73 0.79 0.01 346.74 0.018 339.39 PIPE 31 44.00 24 5.32 1.69 7.63 339.30 346.69 1.69 0.04 346.74 0.055 339.35 PIPE 32 24.83 18 2.73 1.55 3.65 339.35 346.76 1.55 0.04 346.80 0.068 339.38 PIPE 33 47.98 18 3.17 1.80 3.39 339.00 345.63 1.80 0.05 345.68 0.092 339.05 PIPE 34 24.83 18 1.60 0.91 3.65 339.05 345.72 0.91 0.01 345.73 0.023 339.08 PIPE 35 38.02 18 1.83 1.04 3.41 339.00 345.63 1.04 0.02 345.64 0.03 339.04 PIPE 36 31.83 18 1.02 0.58 3.22 339.04 345.66 0.58 0.01 345.66 0.009 339.07 PIPE 37 23.42 18 2.61 1.48 3.76 338.70 346.12 1.48 0.03 346.15 0.062 338.73 PIPE 38 13.42 18 3.85 2.18 2.86 338.70 346.12 2.18 0.07 346.19 0.134 338.71 PIPE 39 14.32 18 0.98 0.57 3.93 338.65 345.90 0.57 0.00 345.91 0.009 338.67 PIPE 40 14.12 18 0.95 0.57 3.95 337.88 344.02 0.57 0.00 344.02 0.009 337.90 PIPE 41 13.42 18 1.76 1.00 4.06 337.83 343.68 1.00 0.02 343.69 0.028 337.85 PIPE 42 23.42 18 2.11 1.19 3.76 337.83 343.68 1.19 0.02 343.70 0.04 337.86 PIPE 43 59.99 36 24.74 3.50 19.25 336.78 340.19 3.50 0.19 340.38 0.138 336.83 PIPE 44 17.43 18 1.92 1.13 3.56 337.08 341.44 1.13 0.02 341.46 0.036 337.10 PIPE 45 7.00 18 1.94 1.13 3.97 337.08 341.44 1.13 0.02 341.46 0.036 337.09 PIPE 46 18.10 18 1.88 1.08 3.49 337.05 341.05 1.08 0.02 341.07 0.033 337.07 PIPE 47 421.55 24 6.32 2.01 6.42 340.16 347.54 2.01 0.06 347.60 0.078 340.50 PIPE 48 160.00 18 3.68 2.09 2.99 340.50 347.22 2.09 0.07 347.29 0.124 340.63 PIPE 49 583.21 24 4.74 1.51 6.42 340.03 346.94 1.51 0.04 346.98 0.044 340.50 Part of a Future Tract tributary to this storm drain system Existing pipe per the Approved Sewer & Storm Drain Plans for Tract 7300, Unit 3 TRACT 7354 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 1 338.79 356.14 18.30 5.21 0.42 339.21 0.248 0.248 0.288 0.84 0.35 PIPE 2 339.94 348.51 8.73 4.02 0.25 340.19 0.181 0.182 0.297 1 0.25 PIPE 3 344.28 347.53 2.63 2.21 0.08 344.36 0.122 0.122 0.05 1 0.08 PIPE 4 344.29 347.58 2.72 2.14 0.07 344.36 0.11 0.11 0.01 1 0.07 PIPE 5 339.90 348.47 8.70 4.44 0.31 340.20 0.222 0.222 0.256 0.21 0.06 PIPE 6 340.73 349.50 7.53 4.53 0.32 341.05 0.23 0.23 0.772 1 0.32 PIPE 7 341.14 351.47 11.39 4.41 0.30 341.44 0.219 0.219 0.087 1 0.3 PIPE 8 341.66 347.70 7.50 4.12 0.26 341.93 0.191 0.191 0.222 0.6 0.16 PIPE 9 342.87 349.13 8.43 4.27 0.28 343.16 0.204 0.204 1.053 0.87 0.25 PIPE 10 343.39 348.91 8.08 4.30 0.29 343.68 0.208 0.208 0.271 1 0.29 PIPE 11 343.77 349.14 8.26 3.99 0.25 344.02 0.179 0.179 0.089 1 0.25 PIPE 12 344.42 349.57 8.45 4.00 0.25 344.67 0.18 0.18 0.402 1 0.25 PIPE 13 344.91 350.06 8.81 4.05 0.25 345.16 0.184 0.184 0.239 1 0.25 PIPE 14 345.56 355.38 13.88 2.04 0.06 345.63 0.059 0.059 0.403 1 0.06 PIPE 15 345.74 351.09 9.95 2.15 0.07 345.81 0.089 0.089 0.116 0.6 0.04 PIPE 16 345.82 350.96 9.77 2.16 0.07 345.90 0.09 0.09 0.037 0.15 0.01 PIPE 17 346.02 349.93 8.53 2.23 0.08 346.10 0.096 0.096 0.189 0.87 0.07 PIPE 18 346.85 350.36 8.33 2.45 0.09 346.94 0.116 0.116 0.158 1 0.09 PIPE 19 347.04 351.03 9.18 1.08 0.02 347.06 0.033 0.033 0.095 1 0.02 PIPE 20 347.25 351.79 9.51 1.30 0.03 347.27 0.048 0.048 0.189 1 0.03 PIPE 21 345.32 349.72 8.32 3.16 0.16 345.47 0.112 0.112 0.157 1 0.16 PIPE 22 345.74 349.15 7.50 3.25 0.16 345.90 0.119 0.119 0.265 1 0.16 PIPE 23 345.96 349.09 7.39 3.20 0.16 346.12 0.115 0.115 0.057 1 0.16 PIPE 24 346.58 348.90 6.60 2.72 0.11 346.69 0.083 0.083 0.461 1 0.11 PIPE 25 346.83 349.40 7.40 2.41 0.09 346.92 0.083 0.083 0.136 0.15 0.01 PIPE 26 346.98 352.52 8.13 2.48 0.10 347.08 0.088 0.088 0.136 1 0.1 PIPE 27 347.31 354.01 8.65 1.43 0.03 347.34 0.04 0.04 0.234 1 0.03 PIPE 28 347.48 353.47 11.31 1.93 0.06 347.54 0.072 0.072 0.408 1 0.06 PIPE 29 346.71 348.54 7.18 1.13 0.02 346.73 0.025 0.025 0.013 1 0.02 PIPE 30 346.73 348.54 7.65 0.79 0.01 346.74 0.018 0.018 0.004 1 0.01 PIPE 31 346.72 348.67 7.19 1.69 0.04 346.76 0.055 0.055 0.024 1 0.04 PIPE 32 346.78 348.67 7.66 1.54 0.04 346.82 0.068 0.068 0.017 1 0.04 PIPE 33 345.67 349.10 8.55 1.80 0.05 345.72 0.092 0.092 0.044 1 0.05 PIPE 34 345.73 349.10 8.52 0.91 0.01 345.74 0.023 0.023 0.006 1 0.01 PIPE 35 345.64 349.10 8.56 1.04 0.02 345.66 0.03 0.03 0.012 1 0.02 PIPE 36 345.66 349.10 8.53 0.58 0.01 345.66 0.009 0.009 0.003 1 0.01 PIPE 37 346.13 348.67 8.44 1.48 0.03 346.17 0.062 0.062 0.015 1 0.03 PIPE 38 346.14 348.67 8.46 2.18 0.07 346.21 0.134 0.134 0.018 1 0.07 PIPE 39 345.90 348.78 8.61 0.57 0.00 345.91 0.009 0.009 0.001 1 0 PIPE 40 344.02 348.78 9.38 0.57 0.00 344.02 0.009 0.009 0.001 1 0 PIPE 41 343.68 348.55 9.20 1.00 0.02 343.70 0.028 0.028 0.004 1 0.02 PIPE 42 343.69 348.55 9.19 1.19 0.02 343.71 0.04 0.04 0.009 1 0.02 PIPE 43 340.27 348.31 8.48 3.50 0.19 340.46 0.138 0.138 0.083 1 0.19 PIPE 44 341.45 349.05 8.65 1.13 0.02 341.47 0.036 0.036 0.006 1 0.02 PIPE 45 341.44 349.00 8.63 1.13 0.02 341.46 0.036 0.036 0.003 1 0.02 PIPE 46 341.06 349.35 8.88 1.08 0.02 341.08 0.033 0.033 0.006 1 0.02 PIPE 47 347.87 353.04 10.54 2.01 0.06 347.93 0.078 0.078 0.329 1 0.06 PIPE 48 347.42 350.50 8.37 2.09 0.07 347.49 0.124 0.124 0.199 1 0.07 PIPE 49 347.20 350.00 7.50 1.51 0.04 347.24 0.044 0.044 0.257 0.63 0.02 Part of a Future Tract tributary to this storm drain system Existing pipe per the Approved Sewer & Storm Drain Plans for Tract 7300, Unit 3 PIPE 23PIPE 24PIPE 25PIPE 26PROPOSEDMANHOLEPROPOSED MANHOLEPOINT OFCONNECTIONCONFLUENCE #1FUTUREMANHOLE DRAINAGE EXHIBIT