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HomeMy WebLinkAboutMC Tract 7408 Hydraulics24-20000551 08/06/24 HYDRAULICS STUDY FOR Tract No. 7408 Project # 18040.01 April 2024 Prepared for: Urban Land Advisors, LLC P.O. Box 11358 Bakersfield, CA 93389 Contact: Matt Wade Phone: (661) 885-9406 Prepared By: David Fidelino Checked By: Blaine S. Neptune R.C.E. 55102 10800 Stockdale Hwy, Suite 103 Bakersfield, CA 93311 (661) 834-4814 ARev July 2024 Project # 18040.01 April 2024 24-20000551 08/06/24 2 Table of Contents 1.0 PURPOSE ................................................................................................................. 3 2.0 GUIDELINES ............................................................................................................ 3 3.0 DESIGN APPROACH ............................................................................................... 3 4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4 Hydrology Calculations ........................................................................... back of report Hydraulic Calculations and Pipe Profiles ................................................. back of report Drainage Exhibit ...................................................................... sleeve in back of report 24-20000551 08/06/24 3 1.0 PURPOSE The purpose for this drainage study is as follows: 1. To size the pipes for the proposed 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. 3. To supplement the Hydrology Study dated March 2024 which verified the curb capacity & sump size. 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 runoff coefficients used are: · 0.15 - Park · 0.69 - R-1, 3600-4000 SF (COMPOSITE) · 0.85 - Pavement w/ 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 Future Tract 7415 consists of future residential lots which will be part of a separate submittal with the future grading plan. This future tract is the most upstream end of the proposed storm drain system which will collect the projected runoff then conveyed along Cantera Avenue through a 30” RCP (Pipe 25). Catch Basin #1 will collect runoff from a portion of the proposed park (Drainage Area 1) located at the T-intersection of Cantera Avenue and Alisa Lane. This collected runoff flows into an 18” line (Pipe 26) inlet ties into MH-17. Drainage Area 2 has a flow path from the lots at Future Tract 7415 discharging into CB #2 with a portion of Allen Road included. Drainage Area 3 will consists of a portion of Allen Road & Alisa Lane. These areas will discharge into two catch basins (CB #2 & #3) located on Alisa Lane. These catch basins connect to Pipe 32 (an 18” RCP) which ties into MH-17. This manhole is the point of confluence for the discharge from future Tract 7415 and Drainage Areas 1 to 3 then flows southerly via a 30” line (Pipe 22) into MH-16. A portion of the park site will consist of Drainage Area 4 which is on the northerly side of Calle Cayente. Drainage Area 5 will comprise of a small part of Calle Cayente. Catch Basins #4 & #5 will collect discharge on Calle Cayente between Camino Hierba & Calle Hierba. These catch basins connect to Pipe 23 (an 18” RCP) which ties into MH-16. This manhole is the point of confluence for the discharge from future Tract 7415 and Drainage Areas 1 to 5. This cumulative discharge will be conveyed through a series of 30” lines (Pipe 19, 20, & 21) along Calle Sastre to MH-13. Drainage Areas 6 & 7 consists of the residential lots along Calle Sastre which will discharge into two catch basins (CB #6 & #7) adjacent to the Calle Fruteria knuckle. The runoff collected by these two catch basins will converge with the flow from Pipe 19 then continue to run southerly through a series of 36” lines (Pipe 5 & 6) into MH-1. Two catch basins (CB #8 & CB #9) will be located on Calle Abrigada between Camino Fruteria & Calle Cayente that will collect runoff from Drainage Areas 8 & 9). This runoff is conveyed southerly towards Camino Fruteria via a 24” line (Pipe 17) into MH-6. Catch Basin #10 will collect from Drainage Area 10 located at the T- intersection of Calle Abrigada and Calle Fruteria. This captured runoff is conveyed northerly into MH-6 via two 18” lines (Pipes 11 & 16). Drainage Area 11 will discharge into a catch basin (CB #11) along Calle Fruteria is which at the T-inersection with Calle Hierba. The runoff at this catch basin is conveyed northerly into MH-4 via 18” line (Pipe 31). Two catch basins (CB #12 & CB #13) will be located on Camino Hierba, between Camino Fruteria & Calle Cayente, which will 24-20000551 08/06/24 4 handle the runoff from Drainage Areas 12 & 13. This captured runoff confluences at MH-8 conveyed southerly into MH-4 via 18” line (Pipe 13). The cumulative discharge from Drainage Areas 8 to 13 confluences at MH-4 then flows westerly via Pipe 9, 24 RCP. Catch Basin #14 will collect runoff from Drainage Area 14 (residential lots along Camino Fruteria) located at the T- intersection of with Camino Hierba. This captured runoff is conveyed northerly into MH-3 via 18” line (Pipe 15). Drainage Areas 15 and 16 will discharge into two catch basins (CB #15 & CB #16) located along Camino Hierba, between Camino Fruteria & Calle Cayente. The runoff from these areas is conveyed southerly towards Camino Fruteria via an 18” line (Pipe 27) into MH-3. The flow from this line will confluence with the discharge in Pipes 9 & 15. This cumulative flow will be conveyed westerly into MH-1 through a 24” RCP, Pipe 8. Catch Basin #17 will collect runoff from Drainage Area 17 (residential lots along Camino Carreta knuckle) which located adjacent to the sump. This collected runoff flows into an 18” line (Pipe 34) which ties into MH-2 where it confluences with the flow from easterly half of the project. The discharge from the entire tract will confluence at MH-1 prior to entering into the sump through a 36” RCP (Pipe 1). Catch Basin #18 will collect the discharge from Drainage Area 18 located at the intersection of Giocondo Avenue and Pensinger Road. The discharge produced by this area will be conveyed through a series of 18” lines (Pipes D & G) into the main line at MH-10 along Pensinger Road. Catch Basin #20 will collect the discharge from Drainage Area 20 located on Pensinger Road which will be conveyed through a series of 18” lines (Pipes E & F) to MH-10. The confluence flow collected at this manhole will be conveyed westerly through two 18” RCP lines (Pipes B & C) into CB-19. Off-site Drainage Areas 19 will discharge into a catch basin (CB #19) located along South Allen Road. This catch basin also handles the flow from Pipe B prior to entering the sump through an 18” RCP, Pipe A. Drainage Areas 18 & 19 will discharge as part of a separate drainage system from the on-site storm drain. 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 rational method for the 10-year event was performed using Autodesk Storm and Sanitary Analysis 2022. This program routes the flows and calculates the HGL for the system. The program has the ability to calculate the time of concentrations, but it also allows you to enter your own time. The time of concentration was calculated separately and the flow entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of concentrations in a 10-year event. The flows from the 10-year event were calculated and routed. Starting HGL at the basin was estimated to be 5.0’ above the basin bottom (330.50). 4.0 CONCLUSION AND RECOMMENDATIONS The flows from the 10-year event were calculated and routed. All the pipes in this system were sized to be 18” RCP, 24” RCP, 30” RCP, and 36” RCP. The HGL is not less than 0.5’ below the existing grade at any proposed 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. 24-20000551 08/06/24 SOIL MAP 24-20000551 08/06/24 Hydrologic Soil Group—Kern County, California, Northwestern PartNatural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2024Page 1 of 43908840 3908920 3909000 3909080 3909160 39092403908760 3908840 3908920 3909000 3909080 3909160 3909240304750 304830 304910 304990 305070 305150 305230 305310 305390 305470304750 304830 304910 304990 305070 305150 305230 305310 305390 30547035 ° 18' 26'' N 119° 8' 51'' W35 ° 18' 26'' N119° 8' 22'' W35 ° 18' 11'' N 119° 8' 51'' W 35 ° 18' 11'' N119° 8' 22'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS840 150 300 600 900Feet0 50 100 200 300MetersMap Scale: 1:3,430 if printed on A landscape (11" x 8.5") sheet.Soil Map may not be valid at this scale.24-20000551 08/06/24 MAP LEGEND MAP INFORMATIONArea of Interest (AOI) Area of Interest (AOI) SoilsSoil Rating PolygonsAA/D B B/DCC/DDNot rated or not availableSoil Rating Lines A A/D B B/DCC/DD Not rated or not available Soil Rating PointsA A/D B B/DC C/DD Not rated or not available Water Features Streams and Canals TransportationRails Interstate Highways US Routes Major Roads Local Roads BackgroundAerial PhotographyThe soil surveys that comprise your AOI were mapped at1:24,000.Warning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.Please rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.Soil Survey Area: Kern County, California, Northwestern PartSurvey Area Data: Version 16, Aug 31, 2023Soil map units are labeled (as space allows) for map scales1:50,000 or larger.Date(s) aerial images were photographed: Mar 12, 2022—Mar22, 2022The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.Hydrologic Soil Group—Kern County, California, Northwestern PartNatural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2024Page 2 of 424-20000551 08/06/24 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 174 Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17 A 41.2 100.0% Totals for Area of Interest 41.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/5/2024 Page 3 of 4 24-20000551 08/06/24 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 1/5/2024 Page 4 of 4 24-20000551 08/06/24 HYDROLOGY CALCULATIONS 24-20000551 08/06/24 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 7408 R-1, 6750 SF 0.4 DATE:Jul-24 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 COMPOSITE R-1, 3600-4000 SF 0.69 M.A.P.6 in./yr. Values: 6, 10, 15, 20, 25, 30 R-3, R-4, M-H 0.8 Commercial 0.9 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.)Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.)Grasslands, Type D Soil 0.45 Pavement with Landscaping 0.85 Backyards 0.05 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In AC. MIN. Feet Ft/Ft MIN. MIN. In. PIPE 25 0.64 0.90 34.45 50 19.91 4.06 30.19 0.21 30 30.39 AREA 1 0.15 1.80 0.83 10.00 97 1.26 1.30% 0.22 60 1.97 10.00 0 0.82 1.43 PIPE 26 25 0.13 3.34 18 13.34 AREA 2 0.78 1.40 4.05 16.85 400 3.60 0.90% 4.40 60 3.61 16.85 15 1.85 4.47 PIPE 33 25 2.49 0.17 18 17.02 AREA 3 0.81 1.46 1.45 15.85 134 1.98 1.47% 1.71 60 2.65 15.85 15 0.85 3.04 PIPE 2 15 0.97 0.27 18 16.12 PIPE 32 0.78 1.39 5.50 43 6.00 3.40 17.02 0.21 18 17.23 PIPE 22 0.65 0.90 40.78 134 23.79 0.35 30.39 6.43 30 36.82 AREA 4 0.15 1.80 2.15 10.00 440 0.94 0.21% 0.58 60 1.37 10.00 0 5.37 2.83 PIPE 24 15 0.33 0.78 18 10.78 AREA 5 0.69 1.80 0.21 10.00 133 0.94 0.71% 0.26 60 1.45 10.00 0 1.53 1.78 PIPE 30 25 0.15 2.87 18 12.87 Tc CALCULATIONS TRACT 74085 Hydrology_10_yr - REV.xls McIntosh Associates 10800 Stockdale Hwy., Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000551 08/06/24 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. PIPE 23 0.20 1.75 2.36 391 0.82 0.46 10.78 14.04 18 24.82 PIPE 21 0.63 0.78 43.34 95 21.20 4.32 36.74 0.37 30 37.11 PIPE 20 0.63 0.78 43.34 62 21.05 4.29 37.11 0.24 30 37.35 PIPE 19 0.63 0.77 43.34 473 20.95 4.27 37.35 1.85 30 39.19 AREA 6 0.69 1.33 2.95 18.06 410 1.77 0.43% 2.71 60 2.23 18.06 15 3.06 4.15 PIPE 7 15 1.53 0.17 18 18.23 AREA 7 0.69 1.33 3.05 18.16 389 1.39 0.36% 2.79 60 2.05 18.16 15 3.16 4.21 PIPE 12 25 1.58 0.27 18 18.43 PIPE 6 0.63 0.75 49.34 95 23.31 3.30 39.19 0.48 36 39.68 PIPE 5 0.63 0.74 49.34 65 23.11 3.27 39.68 0.33 36 40.01 AREA 8 0.69 1.20 6.57 20.48 757 2.80 0.37% 5.42 60 2.31 20.51 15 5.48 5.14 PIPE 29 15 3.07 0.08 18 20.59 AREA 9 0.69 1.30 2.25 18.49 399 1.29 0.32% 2.02 60 1.90 18.54 15 3.49 4.03 PIPE 18 25 1.14 0.37 18 18.91 PIPE 17 0.69 1.19 8.82 254 7.26 2.31 20.59 1.83 24 22.43 AREA 10 0.69 1.45 0.75 16.08 97 0.24 0.25% 0.75 60 1.51 16.08 15 1.08 3.03 PIPE 11 25 0.42 1.00 18 17.08 PIPE 16 0.69 1.12 0.75 43 0.58 0.33 22.43 2.17 18 24.60 PIPE 10 0.69 1.12 9.57 260 7.40 2.36 22.43 1.84 24 24.27 -Hydrology_10_yr - REV2-.xls McIntosh Associates 10800 Stockdale Hwy., Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000551 08/06/24 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 11 0.69 1.43 1.07 16.32 124 0.31 0.25% 1.06 60 1.56 16.32 15 1.32 3.31 PIPE 31 15 0.60 0.43 18 16.75 AREA 12 0.69 1.31 2.25 18.42 404 1.49 0.37% 2.03 60 1.97 18.42 15 3.42 3.88 PIPE 3 15 1.15 0.22 18 18.64 AREA 13 0.69 1.32 2.90 18.30 404 1.49 0.37% 2.64 60 2.04 18.30 15 3.30 4.16 PIPE 14 25 1.49 0.28 18 18.58 PIPE 13 0.69 1.30 5.15 243 4.61 2.61 18.64 1.55 18 20.20 PIPE 9 0.69 1.06 15.79 350 11.53 3.67 24.27 1.59 24 25.85 AREA 14 0.69 1.46 1.96 15.87 119 0.65 0.55% 1.97 60 2.28 15.87 15 0.87 3.65 PIPE 15 15 1.12 0.23 18 16.10 AREA 15 0.69 1.31 2.97 18.47 404 1.19 0.29% 2.68 60 1.94 18.47 15 3.47 4.27 PIPE 35 15 1.52 0.17 18 18.64 AREA 16 0.69 1.32 3.00 18.29 404 1.32 0.33% 2.73 60 2.05 18.29 15 3.29 4.19 PIPE 28 25 1.54 0.27 18 18.56 PIPE 27 0.69 1.30 5.97 243 5.34 3.02 18.64 1.34 18 19.98 PIPE 8 0.69 1.01 23.72 294 16.54 5.26 25.85 0.93 24 26.78 AREA 17 0.69 1.34 2.14 17.94 377 1.45 0.38% 1.98 60 2.14 17.94 15 2.94 3.80 PIPE 34 24 1.12 0.36 18 18.30 PIPE 4 0.69 0.98 25.86 20 17.57 5.59 26.78 0.06 24 26.84 PIPE 1 0.65 0.74 75.20 110 36.08 5.10 40.01 0.36 36 40.37 -Hydrology_10_yr - REV2-.xls McIntosh Associates 10800 Stockdale Hwy., Suite 103 Bakersfield, CA 93311 10 yr Calc 24-20000551 08/06/24 CITY OF BAKERSFIELD RATIONAL METHOD (In accordance with City of Bakersfield Standards) TABLE OF RUNOFF COEFFICIENTS R-1, 6000 SF 0.42 JOB TITLE:R-1, 6750 SF 0.4 DATE:July-24 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 COMPOSITE R-1, 3600-4000 SF 0.69 M.A.P.6 in./yr. Values: 6, 10, 15, 20, 25, 30 R-3, R-4, M-H 0.8 Commercial 0.9 Curve Values Parks 0.15 a: 2.38 I=a+bTc (Tc<20min.)Grasslands, Type A Soil 0.15 b: -0.058 Grasslands, Type B Soil 0.25 P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil 0.35 K1: 40.00 (Tc>=20min.)Grasslands, Type D Soil 0.45 Pavement with Landscaping 0.85 Backyards 0.05 Lawn-landscape 2% slope 0.10 0.17 Lawn-landscape 2-7% slope 0.15 0.22 Lawn-landscape 7% slope 0.20 0.35 SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In AC. MIN. Feet Ft/Ft MIN. MIN. In. AREA 20 0.85 1.40 0.31 16.85 157 0.7 0.45% 0.37 60 1.41 16.85 15 1.85 2.29 PIPE F 24 0.21 1.90 18 18.75 PIPE E 0.85 1.29 0.31 600 0.34 0.19 18.75 51.96 18 70.72 AREA 18 0.77 1.43 1.44 16.44 223 1.7 0.77% 1.57 60 2.58 16.44 15 1.44 2.94 PIPE G 15 0.89 0.29 18 16.73 PIPE D 0.77 1.41 1.44 48 1.55 0.88 16.73 0.91 18 17.64 PIPE C 0.78 1.36 1.75 423 1.85 1.05 17.64 6.72 18 24.36 PIPE B 0.78 1.06 1.75 21 1.44 0.82 24.36 0.42 18 24.78 AREA 19 0.85 1.80 2.05 10.00 777 3.1 0.40% 3.14 60 2.26 10.00 0 5.73 4.29 PIPE A 0.82 1.04 3.80 44 3.24 1.83 24.78 0.40 18 25.18 Tc CALCULATIONS PENSINGER ROAD PENSINGER ROAD PENSINGER ROAD.xls McIntosh Associates 10800 Stockdale Hwy., Suite 103 Bakersfield, CA 93311 10 yr Calc R-1, 24-20000551 08/06/24 HYDRAULIC CALCULATIONS AND PIPE PROFILES 24-20000551 08/06/24 TRACT 7408 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) Dn (ft) (ft) (%) (ft) PIPE 1 109.88 36 36.08 5.10 28.46 331.00 335.50 5.11 0.41 335.91 0.293 331.20 PIPE 2 15.42 18 1.71 0.97 4.63 337.95 340.35 0.97 0.01 340.36 0.027 337.98 PIPE 3 15.42 18 2.03 1.15 10.36 335.55 340.51 1.15 0.02 340.53 0.037 335.70 PIPE 4 20.00 24 17.57 5.59 18.24 331.90 336.21 5.59 0.49 336.69 0.604 332.03 PIPE 5 65.23 36 23.11 3.27 28.60 331.20 336.21 3.27 0.17 336.37 0.12 331.32 PIPE 6 202.64 36 23.31 3.30 19.88 331.32 336.41 3.30 0.17 336.58 0.122 331.50 PIPE 7 15.42 18 2.71 2.33 3.78 337.82 338.76 2.33 0.08 338.84 0.13 337.84 PIPE 8 293.88 24 16.54 5.27 18.23 332.03 336.81 5.27 0.43 337.24 0.535 333.94 PIPE 9 350.00 24 11.53 3.67 11.34 333.94 338.82 3.67 0.21 339.03 0.26 334.82 PIPE 10 260.00 24 7.40 2.36 10.68 334.81 339.94 2.36 0.09 340.02 0.107 335.39 PIPE 11 25.42 18 0.75 1.61 3.61 339.23 339.69 1.61 0.04 339.73 0.118 339.26 PIPE 12 25.42 18 2.79 2.25 3.61 337.82 338.81 2.25 0.08 338.89 0.118 337.85 PIPE 13 243.26 18 4.61 2.60 5.79 334.81 339.94 2.60 0.11 340.04 0.192 335.55 PIPE 14 25.42 18 2.64 1.49 10.41 335.55 340.51 1.49 0.03 340.54 0.063 335.80 PIPE 15 15.42 18 1.97 4.04 10.36 338.60 339.05 4.53 0.20 339.24 0 338.75 PIPE 16 42.75 18 0.58 1.45 7.70 339.00 340.30 0.37 0.10 340.40 0 339.23 PIPE 17 254.01 24 7.26 2.31 11.35 335.46 340.30 2.31 0.08 340.38 0.103 336.10 PIPE 18 25.42 18 2.02 1.14 10.62 336.57 340.65 1.14 0.02 340.67 0.037 336.83 PIPE 19 473.45 30 20.95 4.27 31.26 331.50 336.83 4.27 0.28 337.11 0.261 334.25 PIPE 20 61.92 30 21.05 4.29 20.18 334.25 338.27 4.29 0.29 338.56 0.264 334.40 PIPE 21 95.43 30 21.20 4.32 28.16 334.40 338.65 4.32 0.29 338.94 0.267 334.85 PIPE 22 134.00 30 23.97 4.89 41.92 334.85 339.20 4.89 0.37 339.57 0.343 336.25 PIPE 23 390.78 18 0.82 1.19 3.68 338.40 339.20 0.86 0.01 339.21 0.02 338.88 PIPE 24 15.42 18 0.58 1.00 3.78 338.88 339.43 0.98 0.02 339.45 0.037 338.90 PIPE 25 50.00 30 20.08 4.10 38.91 336.25 340.03 4.10 0.26 340.29 0.24 336.70 PIPE 26 25.42 18 0.22 0.12 3.61 338.22 340.03 0.12 0.00 340.03 0 338.25 PIPE 27 243.26 18 5.34 3.02 6.24 333.94 338.82 3.02 0.14 338.96 0.259 334.80 PIPE 28 25.42 18 2.73 1.55 10.41 334.80 339.59 1.55 0.04 339.63 0.068 335.05 PIPE 29 15.42 18 5.42 3.07 10.36 336.57 340.65 3.07 0.15 340.79 0.267 336.72 PIPE 30 25.42 18 0.26 0.45 3.61 338.87 339.43 0.43 0.00 339.43 0.007 338.90 PIPE 31 15.42 18 1.06 1.60 3.78 339.33 339.94 1.58 0.04 339.98 0.086 339.35 PIPE 32 42.75 18 6.00 3.40 4.54 337.87 340.03 3.40 0.18 340.21 0.327 337.95 PIPE 33 25.42 18 4.40 2.49 3.61 337.95 340.35 2.49 0.10 340.44 0.176 337.98 PIPE 34 24.19 18 1.98 4.41 12.81 336.97 337.37 5.27 0.20 337.57 0 337.33 PIPE 35 15.42 18 2.68 1.53 11.03 334.80 339.59 1.53 0.04 339.62 0.066 334.97 24-20000551 08/06/24 TRACT 7408 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 1 335.82 343.50 9.30 5.10 0.41 336.23 0.293 0.293 0.322 0.95 0.38 7.18 PIPE 2 340.35 342.46 2.98 0.97 0.01 340.37 0.027 0.027 0.004 1 0.01 1.61 PIPE 3 340.51 342.28 5.08 1.15 0.02 340.53 0.037 0.037 0.006 1 0.02 1.27 PIPE 4 336.33 343.60 9.57 5.59 0.49 336.81 0.603 0.604 0.121 1 0.49 6.77 PIPE 5 336.29 343.37 9.05 3.27 0.17 336.45 0.12 0.12 0.078 0.75 0.12 6.58 PIPE 6 336.66 342.85 8.35 3.30 0.17 336.83 0.122 0.122 0.248 1 0.17 5.69 PIPE 7 338.78 342.25 2.91 2.33 0.08 338.86 0.129 0.13 0.02 1 0.08 2.97 PIPE 8 338.39 344.00 8.06 5.26 0.43 338.82 0.535 0.535 1.572 1 0.43 5.11 PIPE 9 339.73 344.35 7.53 3.67 0.21 339.94 0.26 0.26 0.91 1 0.21 4.12 PIPE 10 340.21 344.27 6.88 2.36 0.09 340.30 0.107 0.107 0.278 1 0.09 3.56 PIPE 11 339.72 343.66 2.90 1.62 0.04 339.76 0.119 0.119 0.03 1 0.04 3.44 PIPE 12 338.84 342.25 2.90 2.25 0.08 338.92 0.118 0.118 0.03 1 0.08 2.91 PIPE 13 340.40 342.80 5.75 2.60 0.11 340.51 0.192 0.192 0.467 1 0.11 1.90 PIPE 14 340.52 342.28 4.98 1.49 0.03 340.56 0.063 0.063 0.016 1 0.03 1.26 PIPE 15 339.28 343.25 3.00 3.56 0.20 339.48 0 0 0 1.00 z n/a 3.47 PIPE 16 339.52 344.40 3.67 2.54 0.10 339.62 0 0 0 1.00 z 0.1 4.38 PIPE 17 340.56 343.20 5.10 2.31 0.08 340.65 0.103 0.103 0.262 1 0.08 2.14 PIPE 18 340.66 342.58 4.25 1.14 0.02 340.68 0.037 0.037 0.009 1 0.02 1.42 PIPE 19 338.06 344.50 7.75 4.27 0.28 338.35 0.261 0.261 1.236 0.75 0.21 5.94 PIPE 20 338.44 344.68 7.78 4.29 0.29 338.72 0.263 0.264 0.163 0.75 0.21 5.74 PIPE 21 338.91 344.94 7.59 4.32 0.29 339.20 0.267 0.267 0.255 1 0.29 5.53 PIPE 22 339.66 343.27 4.52 4.89 0.37 340.03 0.342 0.343 0.459 1 0.37 3.11 PIPE 23 339.40 343.90 3.52 1.53 0.04 339.43 0.095 0.057 0.224 1 0.04 4.00 PIPE 24 339.44 343.30 2.90 1.02 0.02 339.45 0.041 0.039 0.006 1 0.02 3.36 PIPE 25 340.15 343.50 4.30 4.09 0.26 340.41 0.24 0.24 0.12 1 0.26 2.85 PIPE 26 340.03 342.65 2.90 0.12 0.00 340.03 0 0 0 1 0 2.12 PIPE 27 339.45 343.00 6.70 3.02 0.14 339.59 0.259 0.259 0.629 1 0.14 3.05 PIPE 28 339.61 342.38 5.83 1.54 0.04 339.64 0.068 0.068 0.017 1 0.04 2.27 PIPE 29 340.69 342.58 4.36 3.07 0.15 340.83 0.266 0.266 0.041 1 0.15 1.39 PIPE 30 339.43 343.30 2.90 0.46 0.00 339.44 0.008 0.008 0.002 1 0 3.37 PIPE 31 339.95 343.75 2.90 1.61 0.04 339.99 0.091 0.089 0.014 1 0.04 3.30 PIPE 32 340.17 343.06 3.61 3.40 0.18 340.35 0.326 0.327 0.14 1 0.18 2.39 PIPE 33 340.39 342.46 2.98 2.49 0.10 340.49 0.176 0.176 0.045 1 0.1 1.57 PIPE 34 337.86 342.65 3.82 3.56 0.20 338.06 0 0 0 1.00 z n/a 4.29 PIPE 35 339.60 342.38 5.91 1.53 0.04 339.63 0.066 0.066 0.01 1 0.04 2.28 24-20000551 08/06/24 PIPE 1SUMPMH-124-20000551 08/06/24 PIPE 2MH-19CB-324-20000551 08/06/24 PIPE 3MH-8CB-1224-20000551 08/06/24 PIPE 8 PIPE 10PIPE 9 PIPE 4 MH-1MH-2MH-3MH-4MH-624-20000551 08/06/24 PIPE 5MH-1MH-1224-20000551 08/06/24 PIPE 6 PIPE 19MH-12MH-13MH-1424-20000551 08/06/24 PIPE 7CB-6MH-1324-20000551 08/06/24 PIPE 11MH-5CB-1024-20000551 08/06/24 PIPE 12MH-13CB-724-20000551 08/06/24 PIPE 13MH-4MH-824-20000551 08/06/24 PIPE 14MH-8CB-1324-20000551 08/06/24 PIPE 15MH-3CB-1424-20000551 08/06/24 PIPE 16MH-6MH-524-20000551 08/06/24 PIPE 17MH-6MH-724-20000551 08/06/24 PIPE 18MH-7CB-924-20000551 08/06/24 PIPE 20MH-15MH-1424-20000551 08/06/24 PIPE 21 PIPE 23MH-15MH-16MH-1824-20000551 08/06/24 PIPE 22 PIPE 25MH-16MH-17STUB24-20000551 08/06/24 PIPE 24MH-18CB-424-20000551 08/06/24 PIPE 26CB-1MH-1724-20000551 08/06/24 PIPE 27MH-3MH-924-20000551 08/06/24 PIPE 28MH-9CB-1624-20000551 08/06/24 PIPE 29MH-79CB-824-20000551 08/06/24 PIPE 30MH-18CB-524-20000551 08/06/24 PIPE 31MH-46CB-1124-20000551 08/06/24 PIPE 32MH-178MH-1924-20000551 08/06/24 PIPE 33MH-19CB-224-20000551 08/06/24 PIPE 34CB-17MH-224-20000551 08/06/24 PIPE 35CB-15MH-924-20000551 08/06/24 PENSINGER ROAD - TRACT 7408HYDRAULIC CALCULATIONS (OUTPUT)Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf InvertNo. Length Size Rate Velocity Flowing Down Down Down Head Down Down Up(ft) (in) (cfs) (ft/s) Full (cfs) (ft) (ft) (ft/s) Dn (ft) (ft) (%) (ft)PIPE A 43.52 18 3.24 1.83 14.68 331.15 335.50 1.83 0.05 335.55 0.095 332.00PIPE B 20.82 18 1.44 2.50 5.15 338.25 338.79 2.50 0.10 338.89 0.24 338.30PIPE C 422.62 18 1.85 2.05 3.61 338.30 339.06 2.06 0.07 339.13 0.118 338.80PIPE D 48.25 18 1.55 2.00 3.70 339.00 339.68 2.00 0.06 339.74 0.124 339.06PIPE E 600.00 18 0.34 0.71 3.59 338.80 339.63 0.34 0.00 339.63 0.003 339.50PIPE F 23.85 18 0.37 1.68 10.96 339.50 339.86 1.12 0.08 339.94 0 339.76PIPE G 15.42 18 1.57 1.84 4.63 339.06 339.80 1.81 0.05 339.85 0.094 339.09Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss MinorNo. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss(ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft)PIPE A 335.54 342.67 9.17 1.83 0.05 335.59 0.095 0.095 0.041 0.15 0.01PIPE B 338.84 343.41 3.61 2.51 0.10 338.94 0.243 0.241 0.05 1 0.1PIPE C 339.56 345.35 5.05 2.05 0.07 339.63 0.117 0.118 0.498 1 0.07PIPE D 339.74 344.90 4.34 2.00 0.06 339.80 0.124 0.124 0.06 1 0.06PIPE E 339.85 345.70 4.70 1.09 0.02 339.87 0.074 0.039 0.233 0.75 0.01PIPE F 339.98 j 345.29 4.03 2.23 0.08 340.06 0 0 0 1.00 z n/aPIPE G 339.81 344.62 4.03 1.87 0.05 339.87 0.102 0.098 0.015 1 0.05Notes: j-Line contains hyd. jump; z-Zero Junction Loss24-20000551 08/06/24 PIPE A PIPE BSUMPCB-19MH-1124-20000551 08/06/24 PIPE C PIPE EMH-11MH-10MH-2024-20000551 08/06/24 PIPE DMH-102MH-2124-20000551 08/06/24 PIPE FMH-20CB-202024-20000551 08/06/24 PIPE GMH-21CB-1824-20000551 08/06/24 DRAINAGE EXHIBIT 24-20000551 08/06/24 NEW GEN ENGINEERING GROUP24-20000551 08/06/24 NEW GEN ENGINEERING GROUP24-20000551 08/06/24 DREFERENCEBIT 24-20000551 08/06/24 Know what'sbelow. before you dig.Call R NEW GEN ENGINEERING GROUPREFERENCE24-20000551 08/06/24