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Home My WebLink AboutTract 7262 Phaes 1-5 Drainage Study 3-22-21 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 Reference (Drainage Exhibit) ................................................... sleeve in 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 +14% of the site is Soil Group A – Granoso sandy loam, overblown, 0 to 2 percent slopes and the remaining area is Soil Group A - Kimberlina fine sandy loam. The soil group was obtained from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this report. 3. The runoff coefficients used are: A. 0.38 - R-1, 7,500 S.F. B. 0.39 - R-1, 7,125 S.F. C. 0.40 - R-1, 6,750 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 The contributing areas to the retention basin are all zoned residential and pavement with landscaping therefore were modeled as such so that the improvements were accurate. This report also studies the required pipe sizes for the main lines leading from Reliance Drive 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 Reliance Drive, to the north by Panama Lane, to the south by Phase 6 of Tract 7262, and to the west by Tract 7261 that takes storm drain runoff into the Basin Drainage Area. There will be two separate watersheds tributary to the proposed sump with one north of the 34” High Pressure PG&E Gas line (centerline of Wind Wolfs Lane) and the other south of this line up to the Phase 5 & 6 boundary. The northern watershed will be designated numerically and shall discharge into the basin off of Wind Wolfs Lane. Drainage Areas 1, 2, and 3 (CB #1, CB #2, & CB #3) will discharge into catch basins located at the T-intersection of Beartooth Pass Court and Freemont Pass Drive. Catch Basin #4 will collect the discharge produced by a portion of Reliance Drive (Area 4). Drainage Area 6 has its own weighted coefficient value from portions of Reliance Drive and the residential lots. Drainage Areas 5 will discharge Catch Basin #5 located at the T-intersection of Finley Park Street and Glacier Bay Street. Two catch basins (CB #6 & CB #7) will be located south of the bend on Glacier Bay Street which will collect the discharge produced by Area 6 and Area 7. Drainage Area 8 consists of a few residential lots south of the gas line and discharge into CB-8. The retention basin area consists of the residential lots and the two adjoining streets. 4 Future Tract 7263 (Area Southwest of King Creek Street – Refer to the Overall Watershed Exhibit) will discharge its runoff into the future storm drain system along Reliance Drive, part of a separate study. This future stretch of Berkshire Road and Reliance Drive will include landscaping integrated with the sidewalk areas thus 0.85 runoff coefficient. The future drainage areas to the south of Elis Creek Way (Phases 6–8) will be 7,125 sq ft lot sizes and based on the tentative tract map. The point of connection for this future system will tie into the 24” RCP stub (Pipe H) on Elis Creek Way. The southern watershed will be designated alphabetically and shall discharge into the basin at the end of Bristol Spring Avenue cul-de-sac. Drainage Areas A, B, and C (CB #19, CB #20, & CB #21) will discharge catch basins located at the T-intersection of Linden Tree Avenue and Oyster Creek Way. Drainage Area D & F has its own weighted coefficient value from portions of Reliance Drive and the residential lots. Drainage Areas D, E, and F will discharge catch basins (CB #16, CB #17, & CB #18) located at the T-intersection of Emerald Green Avenue and Irish Bend Drive. A catch basin (CB #12) will be located at the T-intersection of Walnut Creek Street and Bandelier Drive which will collect the discharge produced by Area G. Drainage Areas H, I, and J (CB #13, CB #14, & CB #15) will discharge catch basins located at the T-intersection of Walnut Creek Street and Bristol Spring Avenue. The off-site residential areas to the east of Tract 7262 (Future Tract 7263 - Area Southwest of King Creek Street) was established using tentative layout from the developer. This portion is light blue on the Overall Watershed Exhibit and will be analyzed as part of a separate drainage study that estimated using 6,750 sq ft lot sizes. The purpose provides a conservative estimate for the amount of potential runoff entering the proposed separate storm drain system along Reliance Drive and a reasonable volume entering the retention basin on Tract 7262– Refer to the Reference for 24” Pipe Calculations. The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational Method in accordance with the Subdivision Standards. Flows were computed for the 10-year event using the formula Q = CIA, where Q is the flow in cubic feet per second, C is the runoff coefficient, I is the intensity in inches per hour, and A is the catchment’s area in acres. Since the main purpose of this report is the storm drain system leading to the basin and the curb capacities were determined based the 5-year storm event. The proposed retention basin, just south of the 34” High Pressure PG&E Gas line, will handle all of the discharge from Tract 7262 and Future Tract 7263(Area Southwest of King Creek Street). This basin will be built to handle all future development since Tract 7262 (Phases 5-7) and Future Tract 7263(Area Southwest of King Creek Street) will be part of a separate improvement plan set and drainage study. The required sump capacity for this sump is Tract 7262 (Phases 1-5) is 2.88 acre-feet (AF) plus the additional 3.48 AF from future developments. The required basin volume was calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). This basin will be built to accommodate the future runoff from Tentative Tract 6536 (Area Southwest of King Creek Street) via a 24” RCP on the easterly side of the sump. The total contributing areas equal 100.04 acres; this acreage is divided into the areas as noted below. The area of the proposed basin was omitted from this analysis. The coefficient values are provided for each area, and the calculations for the required volumes are shown below and on the Basin Exhibit. Area Acres Coefficient C x A TRACT 7262 (PHASES 1–5) R-1, 7500 SF 41.16 0.38 15.64 R-1, 6750 SF 5.33 0.40 2.13 Reliance Drive 1.60 0.85 1.36 TOTAL Ʃ(CXA) = 19.13 VOLUME REQUIRED (AF) = 2.88 5 TRACT 7262 (PHASES 6–8) & TRACT 7263 (AREA SOUTHWEST OF KING CREEK STREET) R-1, 7500 SF 0.61 0.38 0.23 R-1, 7125 SF 25.06 0.39 9.77 R-1, 6750 SF 20.38 0.40 8.15 Reliance Drive 5.90 0.85 5.02 TOTAL Ʃ(CXA) = 23.17 TRACTS 7262 & 7263 Ʃ(CXA) = 3.48 TOTAL (AC) 100.04 VOLUME REQUIRED (AF) = 6.35 The rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2020. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and the discharge in each pipe segment entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of concentrations in a 10-year event. The flows from the 10-year event were calculated and routed. 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. The beginning HGL was estimated to be 4.0’ above the basin bottom at the outlet structure. All the pipes in this system were sized to be 18” RCP, 24” RCP, and 30” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole. The 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 design water depth of 8.0’ with a minimum of 1’ of freeboard. The basin will be able to store 6.77 AF of water. The depth of the basin is 14.5 deep (top of sump to bottom) with a water surface of 348.0’. The required volume for Tract 7262 and Future Tract 7263 (Area Southwest of King Creek Street) is 6.35 AF which has an excess volume of 0.42 AF. SOIL MAP Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/24/2020 Page 1 of 439073503907430390751039075903907670390775039078303907910390727039073503907430390751039075903907670390775039078303907910310140310220310300310380310460310540310620 310140 310220 310300 310380 310460 310540 35° 17' 47'' N 119° 5' 17'' W35° 17' 47'' N119° 4' 57'' W35° 17' 26'' N 119° 5' 17'' W35° 17' 26'' N 119° 4' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,180 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 12, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Feb 9, 2020—Feb 25, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/24/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 127 Granoso sandy loam, 0 to 2 percent slopes, overwash A 7.2 13.9% 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 44.4 86.1% Totals for Area of Interest 51.6 100.0% 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 6/24/2020 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 6/24/2020 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 R-1, 6750 SF 0.40 JOB TITLE:Tract 7262 - NORTH R-1, 7125 SF 0.39 DATE:Mar-21 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 Rational Values:R-1, 10000 SF 0.34 Event: 10 YEAR Values: 5, 10, 50 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 w/ Landscape 0.83 Pavement, drives & roofs 0.95 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia In AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 1 0.38 1.19 2.39 20.73 667 2.75 0.41% 1.08 60 1.94 20.73 15 5.73 3.13 PIPE 10 15 0.61 0.41 18 21.14 AREA 2 0.38 1.29 2.30 18.84 449 1.87 0.42% 1.12 60 1.95 18.84 15 3.84 3.17 PIPE 9 25 0.64 0.66 18 19.50 PIPE 8 0.38 1.17 4.69 43 2.09 1.18 21.14 0.60 18 21.74 AREA 3 0.40 1.15 10.43 21.71 900 3.12 0.35% 4.82 60 2.23 21.71 15 6.71 4.94 PIPE 11 25 2.73 0.15 18 21.86 PIPE 7 0.40 1.14 15.12 290 6.83 3.86 21.86 1.25 18 23.11 PIPE 6 0.40 1.10 15.12 92 6.56 3.71 23.11 0.41 18 23.53 AREA 4 0.85 1.05 1.02 24.64 888 0.68 0.08% 0.91 60 1.54 24.64 15 9.64 3.17 PIPE 14 7 0.51 0.23 18 24.87 PIPE 13 0.85 1.04 1.02 312 0.90 0.51 24.87 10.20 18 35.07 PIPE 12 0.85 0.81 1.02 163 0.70 0.40 35.07 6.85 18 41.92 Tc CALCULATIONS Tract 7262 - NORTH R-3, R-4, M-H NORTH - 7262 - REV.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia In AC. MIN. Feet Ft/Ft MIN. MIN. In. Tract 7262 - NORTH PIPE 5 0.42 1.08 16.14 43 7.41 4.19 23.53 0.17 18 23.70 AREA 5 0.45 1.44 0.78 16.10 107 0.73 0.68% 0.50 60 1.62 16.10 15 1.10 2.33 PIPE 15 15 0.28 0.88 18 16.98 PIPE 4 0.43 1.08 16.92 367 7.75 4.38 23.70 1.40 18 25.09 PIPE 3 0.43 1.03 16.92 87 7.43 4.21 25.09 0.34 18 25.44 AREA 6 0.38 1.32 1.85 18.19 381 2.03 0.53% 0.93 60 1.99 18.19 15 3.19 2.91 PIPE 17 25 0.53 0.79 18 18.98 AREA 7 0.38 1.34 2.58 17.89 368 1.93 0.52% 1.31 60 2.12 17.89 15 2.89 3.21 PIPE 16 23 0.74 0.52 18 18.41 PIPE 2 0.42 1.02 21.35 160 9.08 5.14 25.44 0.52 18 25.96 AREA 8 0.40 1.32 1.33 18.32 295 0.74 0.25% 0.70 60 1.48 18.32 15 3.32 2.98 PIPE 1 0.41 1.01 22.68 64 9.48 3.02 25.96 0.35 24 26.31 NORTH - 7262 - REV.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 R-1, 6750 SF 0.40 JOB TITLE:Tract 7262 - SOUTH R-1, 7125 SF 0.39 DATE:Mar-21 R-1, 7500 SF 0.38 R-1, 8750 SF 0.36 Rational Values:R-1, 10000 SF 0.34 Event: 10 YEAR Values: 5, 10, 50 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 w/ Landscape 0.83 Pavement, drives & roofs 0.95 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia In AC. MIN. Feet Ft/Ft MIN. MIN. In. Future Phases 0.44 0.97 28.61 27.54 1505 3.66 0.24% 12.07 60 2.00 27.54 15 12.54 PIPE H 0.44 0.97 28.61 145 12.07 3.84 27.54 0.63 24 28.17 PIPE G 0.44 0.95 28.61 182 11.87 3.78 28.17 0.80 24 28.97 AREA A 0.38 1.13 3.56 22.16 806 2.78 0.34% 1.53 60 1.88 22.16 15 7.16 3.50 PIPE I 28 0.87 0.53 18 22.69 PIPE F 0.43 0.93 32.17 43 12.89 4.10 28.97 0.17 24 29.14 AREA B 0.38 1.10 2.39 22.92 786 2.44 0.31% 1.00 60 1.65 22.92 15 7.92 3.18 PIPE J 15 0.57 0.44 18 23.36 AREA C 0.38 1.33 3.03 18.13 408 2.90 0.71% 1.53 60 2.17 18.13 15 3.13 3.35 PIPE K 25 0.86 0.48 18 18.61 PIPE E 0.42 0.93 37.59 237 14.74 4.69 29.14 0.84 24 29.99 PIPE D 0.42 0.91 37.59 182 14.44 2.94 29.99 1.03 30 31.02 Tc CALCULATIONS Tract 7262 - SOUTH R-3, R-4, M-H SOUTH - 7262 REV.xls McIntosh Associates 2001 Wheelan Ct Bakersfield, CA 93309 10 yr Calc Future Phases 6-8 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia In AC. MIN. Feet Ft/Ft MIN. MIN. In. Tract 7262 - SOUTH AREA D 0.39 1.16 2.88 21.35 660 2.03 0.31% 1.30 60 1.73 21.35 15 6.35 3.44 PIPE S 28 0.73 0.63 18 21.98 PIPE C 0.42 0.88 40.47 43 15.07 3.07 31.02 0.23 30 31.25 AREA E 0.38 1.29 1.80 18.77 367 1.06 0.29% 0.88 60 1.62 18.77 15 3.77 3.08 PIPE U 25 0.50 0.83 18 19.60 AREA F 0.39 1.20 3.19 20.51 589 1.73 0.29% 1.50 60 1.78 20.51 15 5.51 3.61 PIPE V 15 0.85 0.29 18 20.80 PIPE B 0.42 0.88 45.46 227 16.70 3.40 31.25 1.11 30 32.37 AREA G 0.38 1.43 1.89 16.44 200 1.75 0.88% 1.02 60 2.32 16.44 15 1.44 2.50 PIPE P 15 0.58 0.43 18 16.87 PIPE N 0.38 1.40 1.89 280 1.01 0.57 16.87 8.20 18 25.07 AREA I 0.38 1.32 2.93 18.23 418 2.14 0.51% 1.47 60 2.16 18.23 15 3.23 3.31 PIPE Q 15 0.83 0.30 18 18.53 AREA H 0.38 1.31 2.01 18.49 429 2.25 0.52% 1.00 60 2.05 18.49 15 3.49 3.00 PIPE R 25 0.56 0.74 18 19.23 PIPE M 0.38 1.03 6.83 53 2.68 1.52 25.07 0.58 18 25.65 AREA J 0.38 1.37 1.73 17.32 265 1.06 0.40% 0.90 60 1.90 17.32 15 2.32 3.00 PIPE T 18 0.51 0.59 18 17.91 PIPE L 0.38 1.02 8.56 249 3.31 1.87 25.65 2.22 18 27.87 PIPE A 0.41 0.86 54.02 268 19.07 3.88 32.37 1.15 30 33.52 SOUTH - 7262 REV.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.Friday, Jul 24 2020 CB-1: Drainage Area 1> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.0830 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) = 3.96 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.Friday, Mar 19 2021 CB-2: Drainage Area 2> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.12 Highlighted Q Total (cfs) = 1.12 Q Capt (cfs) = 1.12 Q Bypass (cfs) = -0- Depth at Inlet (in) = 5.52 Efficiency (%) = 100 Gutter Spread (ft) = 8.37 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.Friday, Mar 19 2021 CB-3: Drainage Area 3 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) = 4.82 Highlighted Q Total (cfs) = 4.82 Q Capt (cfs) = 4.82 Q Bypass (cfs) = -0- Depth at Inlet (in) = 7.58 Efficiency (%) = 100 Gutter Spread (ft) = 16.96 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-4: Drainage Area 4> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 0.910 Highlighted Q Total (cfs) = 0.910 Q Capt (cfs) = 0.910 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.74 Efficiency (%) = 100 Gutter Spread (ft) = 7.23 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.Friday, Jul 24 2020 CB-5: Drainage Area 57> 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) = 0.0830 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) = 0.504 Highlighted Q Total (cfs) = 0.504 Q Capt (cfs) = 0.504 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.23 Efficiency (%) = 100 Gutter Spread (ft) = 5.15 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.Friday, Mar 19 2021 CB-6: Drainage Area 6> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 7.40 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.Friday, Mar 19 2021 CB-7: Drainage Area 7> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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.Friday, Mar 19 2021 CB-8: Drainage Area 8> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 0.70 Highlighted Q Total (cfs) = 0.70 Q Capt (cfs) = 0.70 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.98 Efficiency (%) = 100 Gutter Spread (ft) = 6.12 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-21: Drainage Area A> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.53 Highlighted Q Total (cfs) = 1.53 Q Capt (cfs) = 1.53 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.47 Efficiency (%) = 100 Gutter Spread (ft) = 10.31 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.Friday, Jul 24 2020 CB-19: Drainage Area B> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.00 Highlighted Q Total (cfs) = 1.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.86 Efficiency (%) = 100 Gutter Spread (ft) = 7.76 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.Friday, Jul 24 2020 CB-20: Drainage Area C> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.53 Highlighted Q Total (cfs) = 1.53 Q Capt (cfs) = 1.53 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.47 Efficiency (%) = 100 Gutter Spread (ft) = 10.31 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.Friday, Jul 24 2020 CB-18: Drainage Area D> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.0830 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) = 4.22 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.Friday, Jul 24 2020 CB-16: Drainage Area E> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 0.88 Highlighted Q Total (cfs) = 0.88 Q Capt (cfs) = 0.88 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.71 Efficiency (%) = 100 Gutter Spread (ft) = 7.13 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.Friday, Jul 24 2020 CB-17: Drainage Area F> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.50 Highlighted Q Total (cfs) = 1.50 Q Capt (cfs) = 1.50 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.44 Efficiency (%) = 100 Gutter Spread (ft) = 10.17 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.Friday, Jul 24 2020 CB-12: Drainage Area G> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.028 Highlighted Q Total (cfs) = 1.028 Q Capt (cfs) = 1.028 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.84 Efficiency (%) = 100 Gutter Spread (ft) = 7.66 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Friday, Mar 19 2021 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 24 2020 CB-14: Drainage Area I> Curb Inlet Location = Sag Curb Length (ft) = 3.50 Throat Height (in) = 4.50 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.083 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) = 1.47 Highlighted Q Total (cfs) = 1.47 Q Capt (cfs) = 1.47 Q Bypass (cfs) = -0- Depth at Inlet (in) = 4.41 Efficiency (%) = 100 Gutter Spread (ft) = 10.03 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.Friday, Jul 24 2020 CB-13: Drainage Area HJ > 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) = 0.0830 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) = 1.00 Highlighted Q Total (cfs) = 1.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.86 Efficiency (%) = 100 Gutter Spread (ft) = 7.76 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.Friday, Jul 24 2020 CB-15: Drainage Area JK> 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) = 0.0830 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) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.74 Efficiency (%) = 100 Gutter Spread (ft) = 7.23 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- HYDRAULIC CALCULATIONS AND PIPE PROFILES TRACT 7262 [ Phase 1-5 ] 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 64.06 24 9.48 3.02 7.99 340.67 344.00 3.02 0.14 344.14 0.176 340.75 PIPE 2 160.26 18 9.08 5.15 3.52 340.75 344.22 5.15 0.41 344.63 0.751 340.93 PIPE 3 86.94 18 7.43 4.20 3.90 340.93 345.83 4.21 0.27 346.11 0.501 341.05 PIPE 4 367.37 18 7.75 4.39 3.47 341.05 346.47 4.39 0.30 346.77 0.545 341.45 PIPE 5 42.75 18 7.41 4.19 3.59 341.45 348.77 4.19 0.27 349.05 0.497 341.50 PIPE 6 91.66 18 6.56 3.71 3.47 341.50 349.26 3.71 0.21 349.47 0.390 341.60 PIPE 7 290.00 18 6.83 3.87 3.65 341.60 349.83 3.87 0.23 350.06 0.423 341.95 PIPE 8 42.75 18 2.09 1.19 3.59 341.95 351.29 1.19 0.02 351.31 0.040 342.00 PIPE 9 25.00 18 1.12 0.63 3.64 342.00 351.33 0.63 0.01 351.34 0.011 342.03 PIPE 10 15.00 18 1.08 0.62 3.83 342.00 351.33 0.62 0.01 351.34 0.011 342.02 PIPE 11 25.06 18 4.82 2.73 3.63 341.95 351.29 2.73 0.12 351.41 0.211 341.98 PIPE 12 163.18 18 0.70 0.40 3.49 341.50 349.26 0.40 0.00 349.26 0.004 341.68 PIPE 13 312.29 18 0.90 0.51 3.52 341.68 349.27 0.51 0.00 349.27 0.007 342.03 PIPE 14 6.98 18 0.91 0.51 3.98 342.03 349.30 0.51 0.00 349.30 0.007 342.04 PIPE 15 15.00 18 0.50 0.28 3.83 341.45 348.77 0.28 0.00 348.78 0.002 341.47 PIPE 16 23.08 18 1.31 0.74 3.79 340.93 345.83 0.74 0.01 345.84 0.016 340.96 PIPE 17 25.00 18 0.93 0.53 3.64 340.93 345.83 0.53 0.00 345.84 0.008 340.96 Pipe HGL Highest Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Allowable Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)Up Invert (ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE 1 344.11 342.11 354.38 11.63 3.02 0.14 344.26 0.176 0.176 0.113 0.74 0.11 PIPE 2 345.42 343.92 353.78 11.35 5.15 0.41 345.83 0.751 0.751 1.204 1 0.41 PIPE 3 346.27 344.77 354.08 11.53 4.20 0.27 346.54 0.501 0.501 0.435 0.74 0.2 PIPE 4 348.47 346.97 354.01 11.06 4.39 0.30 348.77 0.545 0.545 2.001 1 0.3 PIPE 5 348.99 347.49 353.64 10.64 4.19 0.27 349.26 0.497 0.497 0.212 1 0.27 PIPE 6 349.62 348.12 353.26 10.16 3.71 0.21 349.83 0.390 0.390 0.358 1 0.21 PIPE 7 351.06 349.56 352.93 9.48 3.86 0.23 351.29 0.423 0.423 1.227 1 0.23 PIPE 8 351.31 349.81 352.80 9.30 1.19 0.02 351.33 0.040 0.040 0.017 1 0.02 PIPE 9 351.33 349.83 352.30 8.77 0.63 0.01 351.34 0.011 0.011 0.003 1 0.01 PIPE 10 351.33 349.83 352.30 8.78 0.62 0.01 351.34 0.011 0.011 0.002 1 0.01 PIPE 11 351.34 349.84 352.43 8.95 2.73 0.12 351.46 0.211 0.211 0.053 1 0.12 PIPE 12 349.27 347.77 356.00 12.82 0.40 0.00 349.27 0.004 0.004 0.007 1 0 PIPE 13 349.29 347.79 354.27 10.74 0.51 0.00 349.30 0.007 0.007 0.023 1 0 PIPE 14 349.30 347.80 353.95 10.41 0.51 0.00 349.30 0.007 0.007 0.001 1 0 PIPE 15 348.77 347.27 353.55 10.58 0.28 0.00 348.78 0.002 0.002 0.000 1 0 PIPE 16 345.84 344.34 353.09 10.63 0.74 0.01 345.85 0.016 0.016 0.004 1 0.01 PIPE 17 345.84 344.34 353.09 10.63 0.53 0.00 345.84 0.008 0.008 0.002 1 0 TRACT 7262: NORTH [ Phase 1-5 ] PIPE 1CB-8SUMP GLACIER BAY STREETPIPE 2PIPE 3PIPE 4PIPE 5PIPE 6UPSTREAMMANHOLEMANHOLEMANHOLEMANHOLEMANHOLECB-8 PIPE 7DOWNSTREAMMANHOLEUPSTREAMMANHOLE DOWNSTREAMMANHOLEUPSTREAMMANHOLEPIPE 8 PIPE 9DOWNSTREAMMANHOLECB-2 PIPE 10DOWNSTREAMMANHOLECB-1 DOWNSTREAMMANHOLEPIPE 11CB-3 DOWNSTREAMMANHOLEPIPE 12UPSTREAMMANHOLE RELIANCE DRIVEPIPE 13PIPE 14DOWNSTREAMMANHOLECB-4MANHOLE DOWNSTREAMMANHOLEPIPE 15CB-5 DOWNSTREAMMANHOLEPIPE 16CB-7 DOWNSTREAMMANHOLEPIPE 17CB-6 TRACT 7262: SOUTH [ Phase 1-5 ] HYDRAULIC CALCULATIONS (OUTPUT) Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert No. Length Size Rate Velocity Flowing Full Down Down Down Head Down Down Down Up (ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft) PIPE A 268.26 30 19.07 3.89 14.38 340.67 344.00 3.89 0.24 344.24 0.217 341.00 PIPE B 227.25 30 16.70 3.40 13.60 341.00 344.82 3.40 0.18 345.00 0.166 341.25 PIPE C 42.75 30 15.07 3.07 14.02 341.25 345.37 3.07 0.15 345.52 0.135 341.30 PIPE D 182.24 30 14.44 2.94 13.59 341.30 345.58 2.94 0.13 345.71 0.124 341.50 PIPE E 237.25 24 14.74 4.69 7.34 341.50 345.94 4.69 0.34 346.28 0.425 341.75 PIPE F 42.75 24 12.89 4.10 7.73 341.75 347.29 4.10 0.26 347.55 0.325 341.80 PIPE G 181.87 24 11.87 3.78 7.50 341.80 347.69 3.78 0.22 347.91 0.276 342.00 PIPE H 145.00 24 12.07 3.84 7.51 342.00 348.41 3.84 0.23 348.64 0.285 342.16 PIPE I 27.68 18 1.53 0.87 4.89 341.80 347.69 0.87 0.01 347.70 0.021 341.86 PIPE J 15.00 18 1.00 0.57 3.83 341.75 347.29 0.57 0.00 347.29 0.009 341.77 PIPE K 25.00 18 1.53 0.87 3.64 341.75 347.29 0.87 0.01 347.30 0.021 341.78 PIPE L 248.97 18 3.31 1.87 3.46 341.00 344.82 1.87 0.05 344.87 0.099 341.27 PIPE M 52.75 18 2.68 1.53 3.54 341.27 345.12 1.53 0.04 345.16 0.066 341.33 PIPE N 280.00 18 1.01 0.57 3.86 341.33 345.19 0.57 0.01 345.20 0.009 341.65 PIPE P 15.00 18 1.02 0.57 3.66 341.65 345.22 0.57 0.00 345.22 0.009 341.67 PIPE Q 15.00 18 1.47 0.85 3.84 341.33 345.19 0.85 0.01 345.20 0.020 341.35 PIPE R 25.00 18 1.00 0.57 3.64 341.33 345.19 0.57 0.00 345.20 0.009 341.36 PIPE S 27.84 18 1.30 0.74 3.45 341.30 345.58 0.74 0.01 345.59 0.015 341.33 PIPE T 18.04 18 0.90 0.51 3.50 341.27 345.12 0.51 0.00 345.12 0.007 341.29 PIPE U 25.00 18 0.88 0.51 3.64 341.25 345.37 0.51 0.00 345.38 0.007 341.28 PIPE V 15.00 18 1.50 0.85 3.83 341.25 345.37 0.85 0.01 345.39 0.020 341.27 Pipe HGL Highest Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor No. Up Allowable Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss (ft)Invert (ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft) PIPE A 344.58 342.08 353.23 9.73 3.89 0.24 344.82 0.217 0.217 0.582 1 0.24 PIPE B 345.19 342.69 351.71 7.96 3.40 0.18 345.37 0.166 0.166 0.377 1 0.18 PIPE C 345.43 342.93 351.80 8.00 3.07 0.15 345.58 0.135 0.135 0.058 1 0.15 PIPE D 345.80 343.30 352.24 8.24 2.94 0.13 345.94 0.124 0.124 0.226 1 0.13 PIPE E 346.95 344.95 350.42 6.67 4.69 0.34 347.29 0.425 0.425 1.008 1 0.34 PIPE F 347.43 345.43 350.51 6.71 4.10 0.26 347.69 0.325 0.325 0.139 1 0.26 PIPE G 348.19 346.19 351.28 7.28 3.78 0.22 348.41 0.275 0.275 0.501 1 0.22 PIPE H 348.83 346.83 350.71 6.55 3.84 0.23 349.06 0.285 0.285 0.413 1 0.23 PIPE I 347.70 346.20 350.39 7.03 0.87 0.01 347.71 0.021 0.021 0.006 1 0.01 PIPE J 347.29 345.79 350.25 6.98 0.57 0.00 347.30 0.009 0.009 0.001 1 0 PIPE K 347.29 345.79 350.25 6.97 0.87 0.01 347.31 0.021 0.021 0.005 1 0.01 PIPE L 345.06 343.56 352.48 9.71 1.87 0.05 345.12 0.099 0.099 0.247 1 0.05 PIPE M 345.15 343.65 352.21 9.38 1.53 0.04 345.19 0.066 0.066 0.035 1 0.04 PIPE N 345.21 343.71 352.91 9.76 0.57 0.01 345.22 0.009 0.009 0.022 0.75 0 PIPE P 345.22 343.72 352.85 9.65 0.57 0.00 345.23 0.009 0.009 0.004 1 0 PIPE Q 345.19 343.69 352.21 9.36 0.85 0.01 345.20 0.02 0.02 0.003 1 0.01 PIPE R 345.19 343.69 352.21 9.35 0.57 0.00 345.20 0.009 0.009 0.002 1 0 PIPE S 345.58 344.08 351.71 8.88 0.74 0.01 345.59 0.015 0.015 0.004 1 0.01 PIPE T 345.12 343.62 352.36 9.57 0.51 0.00 345.12 0.007 0.007 0.001 1 0 PIPE U 345.38 343.88 351.53 8.75 0.51 0.00 345.38 0.007 0.007 0.002 1 0 PIPE V 345.38 343.88 351.54 8.77 0.85 0.01 345.39 0.02 0.02 0.003 1 0.01 BRISTOL SPRING AVENUEPIPE APIPE LDOWNSTREAMMANHOLESUMPUPSTREAMMANHOLE IRISH BEND DRIVEPIPE BPIPE CDOWNSTREAMMANHOLEMANHOLEUPSTREAMMANHOLE PIPE DDOWNSTREAMMANHOLE DOWNSTREAMMANHOLEUPSTREAMMANHOLEUPSTREAMMANHOLEPIPE FPIPE EOYSTER CREEK WAY DOWNSTREAMMANHOLEUPSTREAMMANHOLEPIPE G DOWNSTREAMMANHOLEPIPE HSTUB DOWNSTREAMMANHOLEPIPE ICB-21 DOWNSTREAMMANHOLEPIPE JCB-19 DOWNSTREAMMANHOLEPIPE KCB-20 PIPE MPIPE NWALNUT CREEK STREETDOWNSTREAMMANHOLEDOWNSTREAMMANHOLEUPSTREAMMANHOLE DOWNSTREAMMANHOLEPIPE TP CB-12 DOWNSTREAMMANHOLECB-14PIPE Q DOWNSTREAMMANHOLEPIPE RCB-13 DOWNSTREAMMANHOLECB-18PIPE S DOWNSTREAMMANHOLECB-15PIPE T DOWNSTREAMMANHOLECB-16PIPE U DOWNSTREAMMANHOLEPIPE VCB-17 DBASIN EXHIBIT TRACT 7262 and 7263 (Phases 2 & 6, Part of Phase 4) BASIN SIZING CALCULATIONS 1 349.0 348.0 340.0 344.0 8.0 feet Abtm = 30,544 sq ft = 0.70 acres Amid = 36,797 sq ft = 0.84 acres Atop = 43,547 sq ft = 1.00 acres Provided Sump Capacity =295,038 Cu. FT 6.77 AC-FT TABLE OF RUNOFF COEFFICIENTS C x A = TRACT 7263 PHASES 1-5 PHASES 6-8 PHASES 2 & 6 R-1, 6000 SF 0.42 R-1, 6750 SF 0.40 5.33 20.38 10.29 R-1, 7125 SF 0.39 25.06 9.77 R-1, 7500 SF 0.38 41.16 0.61 15.87 R-1, 8750 SF 0.36 R-1, 10000 SF 0.34 R-1, 15000 SF 0.27 R-2 0.55 R-3, R-4, M-H 0.80 Commercial 0.90 Industrial 0.80 Parks 0.15 Grasslands, Type A Soil 0.15 Grasslands, Type B Soil 0.25 Grasslands, Type C Soil 0.35 Grasslands, Type D Soil 0.45 Pavement w/ Landscaping 0.853 1.60 2.94 2.96 6.383 Pavement, drives & roofs 0.95 Lawn-landscape 2% slope 0.17 Lawn-landscape 2-7% slope 0.22 Lawn-landscape 7% slope 0.35 n C x A =42.16 Total 48.09 28.61 23.34 Acres 100.04 Required Sump Capacity = 0.15 x C x A = 0.15 X n C x A =6.33 AC-FT 0.44 AC-FTTotal Difference of 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 Volume = 1/6 x (0.70+3.38+1.00) x 8.0 = 1/6 x (5.08) x 8.0 Required Sump Capacity TRACT 7262 Depth from Design Water Surface = Provided Sump Capacity Freeboard (ft)=Lowest Inlet Elev = Water Surface Elev =Bottom Basin Elev = Starting HGL Elev = (PHASES 2 & 6, Part of PHASE 4) 31 35 42 DRAINAGE EXHIBIT NOTE: TRACT 7263 (SOUTH OF THE GAS LINE) WILL BE PART OF A SEPARATE DRAINAGE STUDY AND STORM DRAIN SYSTEMKING CREEK STREET(23.34 ACRES) REFERENCE SUMPMANHOLEUPSTREAMMANHOLE24" STORM DRAIN FOR FUTURE TR 7263 (SEE EXHIBIT)SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D CurbNAME RunoffIntensityTotal Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe CapCoef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia InAC. MIN. Feet Ft/FtMIN. MIN. In.Future TR 72630.46 1.15 23.34 21.671000 2.50 0.25% 12.26 60 2.50 21.67 15 6.67Future TR 7263344.42343.70