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Home My WebLink About1631 Hosking Avenue Drainage Study PRELIMINARY DRAINAGE STUDY Hosking Avenue and South H Street NEW COMMERCIAL DEVELOPMENT PARCEL MAP NO. 12327 APN: 517-010-01 T30S R28E SECTION 31 BAKERSFIELD, COUNTY OF KERN STATE OF CALIFORNIA Prepared by: DEWALT CORPORATION March 11, 2021 1930 22ND STREET BAKERSFIELD, CA 93301 • (661) 323-4600 • FAX (661) 323-4674 Project # 18-188 Email: twood@dewaltcorp.com ENGINEERING • PLANNING • SURVEYING • LAND DEVELOPMENT • CONSTRUCTION MANAGEMENT 2 PURPOSE OF STUDY: This Drainage Study has been prepared on behalf of Daniel and Susan Duncan, for Commercial Development located in south Bakersfield at the southeast corner of Hosking Avenue and South H Street. The property is bounded on the north side by Hosking Avenue and on the west side by Kern Island Canal and South H Street. The property encompasses approximately 12.97 acres of undeveloped land. Land Use is categorized as General Commercial (GC). Existing topography is relatively flat. The property will be graded to promote drainage and convey runoff to a retention basin on the east side of the site. The site is large enough to support multiple commercial developments. DESCRIPTION OF WATERSHED: Property/APN Information: 517-010-01 Acreage: 12.97 Current Land Use: GC - General Commercial North, South, East: Residential Properties West: Undeveloped Property, Combined Planned Commercial Development (P.C.D) City Zoning: Current: C-2 Commercial; Former: R-1, Single Family Dwelling Proposed Land Use: Commercial Development Surrounding Land Use: North: Residential East: Residential South: Residential West: South H Street, Undeveloped Land Watershed Boundary: Parcel Map 12327 Watershed Location: See attached drainage maps for drainage areas. METHODOLOGY: Division 2-Standards for Drainage from the City of Bakersfield Subdivision and Engineering Design Policy Manual (Bakersfield Design Manual), dated July, 1989. ASSUMPTIONS: The use of the rational method comes with certain assumptions. The frequency of a storm runoff is assumed to be the same as the frequency of the rainfall producing the runoff. The peak runoff is assumed to occur when all effective parts of the drainage area are contributing to the runoff. The rainfall intensity is assumed to be uniformly distributed over the drainage area at a uniform rate throughout the duration of the storm. ENGINEERING • PLANNING • SURVEYING • LAND DEVELOPMENT • CONSTRUCTION MANAGEMENT 3 The Bakersfield Design Manual provides Runoff Coefficient Values by soil type and type of development. USGS Soil data indicates that the onsite soil is Kimberlina Fine Sandy Loam, a “Type A” soil. This type of soil is generally well-drained and conducive to infiltration, with greater infiltration rates and lower runoff volumes as compared with other soils. Group A soils have high infiltration rates even when thoroughly wetted and consist chiefly of deep, well-drained sands or gravels. These soils have a high rate of water transmission. The Runoff Coefficient Values are provided in D-2 of the Bakersfield Design Manual. For undeveloped Type A soils, the runoff coefficient is 0.15, and this value was assumed for the analysis of the undeveloped property. For the developed commercial property, the Bakersfield Design Manual recommended value is 0.90 and the value for pavement is 0.95. DeWalt used these values for this analysis. The time of concentration was calculated with the FAA formula, which is dependent on the runoff coefficient, the average slope of the flow path, and the overland flow path length. The FAA formula is widely used for urbanized areas. The time of concentration in storm drains was calculated as the length of the storm drain divided by the velocity with an assumed velocity of 5 feet per second. The time of concentration is the duration time to determine the intensity per the intensity vs duration curves in D-1 of the Bakersfield Design Manual. EXISTING DRAINAGE Given the minimal slope of the existing property, runoff appears to collect in gullies and relatively low- lying areas. An aerial photograph of the site is shown below: EXISTING 12.97-AC PROPERTY: SOUTH H STREET AND HOSKING AVENUE RUNOFF ANALYSIS, PRE AND POST-DEVELOPMENT The City of Bakersfield Rational Method was used to analyze runoff conditions at the site pre- development and post-development. The existing undeveloped property does not have a consistent slope or trending grade. In estimating Time of Concentration for the undeveloped site, an overall slope <0.5% was assumed as the area appears relatively flat, giving an estimated 0.3 ft/s surface flow velocity. The time of concentration was calculated as 17 minutes. The calculated flow for the undeveloped site is summarized in the table below. Undeveloped Site Flowrate, Q (cfs) 10-Year Event 25-Year Event 100-Year Event 2.43 2.69 3.47 The proposed development has been broken up into subareas based on the proposed drainage patterns. The east half of South H Street from Berkshire Road to Hosking Avenue has been included in the runoff calculations for this site as the runoff will be routed into the new proposed retention basin. NORTH Project Area 4 The time of concentration was analyzed in each subarea and the routing through the proposed and existing storm drains were included. Because the flowrate through the proposed storm drains is unknown, an average velocity of 5 feet per second was assumed to calculate to the time of concentration through the storm drains. The point of concentration for the site was the retention basin and the longest time of concentration to the point of concentration was used as the duration to find the rainfall intensity for the whole site. The longest time of concentration is 23 min. The same intensity was used for each subarea as described in the assumptions section. The proposed developed site flowrate is summarized below. The subareas are broken up in an exhibit found in Appendix A. Developed Site Flowrate, Q (cfs) Sub Area 10-Year Event 25-Year Event 100-Year Event A 1.30 1.53 1.87 B 0.40 0.47 0.58 C 1.04 1.22 1.49 D 1.49 1.75 2.14 E 6.76 7.93 9.70 F 0.14 0.17 0.21 G 0.42 0.50 0.61 H 1.94 2.27 2.78 Total Site 13.50 15.84 19.36 The proposed storm drains were sized with the 10 year flowrate per the Bakersfield Design Manual. The storm drains are allowed to be pressurized, but with the minimum storm drain sizing and preferred storm drain velocities, none of the storm drains will be pressurized in the 10 year storm event. The curb depth was also calculated to be less than 6 inches and the HGL was calculated with the retention basin half full. The retention basin was sized for the 24-hr, 100-yr storm per the Bakersfield Design Manual. The retention basin volume required is 1.58 ac-ft. The calculations for the flowrates, storm drain sizing, catch basin sizing, curb depth, HGL, and retention basin sizing are included in Appendix C&D. SUMMARY Pre and post-development analyses were performed using the City of Bakersfield Rational Method for the 10-year storm event. Rational Method worksheets and calculations for runoff analysis and sizing the storm piping are provided in the appendices. A storm-drain system for the property is designed to collect and convey runoff to the on-site retention basin. Preliminary grading plans were developed for the north side of the property, and show a series of four catch basins and three manholes, and 18” and 24” piping, with a 24” pipe for discharge into the basin. The plans provide sizing and elevations of catch basins and manholes, as well as the invert elevations of storm piping. A copy of the preliminary grading plan is provided in Appendix A. Dewalt has sized the proposed retention basin per City of Bakersfield requirements, using a 24-hour, 100-year storm. Basin Sizing calculations are provided in Appendix C. 5 ATTACHMENTS APPENDIX A: Site Grading and Drainage Plan, Subareas, and Unified Soil Classification Number Tables APPENDIX B: Bakersfield IDF Curves, Bakersfield Runoff Coefficient Table APPENDIX C: Retention Basin Sizing, 10-yr 5-Day Event APPENDIX D: Time of Concentration, Predevelopment Flowrate, Post Development Flowrate and Pipe Sizing, Curb Depth, HGL DRAINAGE STUDY Hosking Ave. and South H Street – Commercial Property APPENDIX A SITE GRADING AND DRAINAGE PLAN, SUBAREAS SITE UNIFIED SOIL CLASSIFICATION Unified Soil Classification (Surface)—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/2/2019 Page 1 of 4390560039057003905800390590039060003906100390560039057003905800390590039060003906100316000316100316200316300316400316500316600316700316800316900 316000 316100 316200 316300 316400 316500 316600 316700 316800 316900 35° 16' 54'' N 119° 1' 23'' W35° 16' 54'' N119° 0' 46'' W35° 16' 35'' N 119° 1' 23'' W35° 16' 35'' N 119° 0' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,290 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Δ Δ MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Soil Rating Lines CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Soil Rating Points CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Water Features Streams and Canals Transportation Rails Unified Soil Classification (Surface)—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/2/2019 Page 2 of 4 MAP INFORMATION 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: Feb 25, 2019—Mar 15, 2019 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. Unified Soil Classification (Surface)—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/2/2019 Page 3 of 4 Unified Soil Classification (Surface) 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 SC-SM 67.9 96.4% 179 Kimberlina fine sandy loam, saline-sodic, 0 to 2 percent slopes SM 1.8 2.6% 257 Water 0.7 1.0% Totals for Area of Interest 70.5 100.0% Description The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i) coarse-grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter; (ii) fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter; and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) Unified Soil Classification (Surface)—Kern County, California, Northwestern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/2/2019 Page 4 of 4 DRAINAGE STUDY Hosking Ave. and South H Street – Commercial Property APPENDIX B BAKERSFIELD IDF CURVE BAKERSFIELD RUNOFF COEFFICIENT TABLE DRAINAGE STUDY Hosking Ave. and South H Street – Commercial Property APPENDIX C RETENTION BASIN SIZING 12/12/2019 18-188 Basin - PROPOSED REQUIRED RETENTION BASIN VOLUME CALCULATION 1 9.70 0.90 1.31 2 1.88 0.95 0.27 3 0.00 0.44 0.00 4 0.00 0.44 0.00 5 0.00 0.44 0.00 1.58 0.32 0.12 9 1.99 REQUIRED MIN. TOTAL VOLUME = Required sump volume = 0.15 S ( C x A ) Ave. Lot Size ( R -1 only ) REQUIRED SUMP CALCULATION Required Sump Volume (ac-ft)Area No Watershed area (ac)Soil Type Water depth (ft) Provided volume (ac-ft) PROVIDED BASIN VOLUME High water surface area (acres) Basin bottom area (acres) Runoff Coefficient Development Type / Surface Types Minimum Retention Basin Size Formulae DRAINAGE STUDY Hosking Ave. and South H Street – Commercial Property APPENDIX D TIME OF CONCENTRATION PREDEVELOPMENT FLOWRATE DEVELOPED FLOWRATE AND PIPE SIZING CURB DEPTH HGL SN Element Description From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total AverageID Node Node Invert Invert Invert Invert Drop SlopeElevation Offset Elevation Offset(ft) (ft) (ft) (ft) (ft) (ft) (%)1 Pipe A CATCH BASIN NO.1 STORM DRAIN MH NO.1 115.84 343.37 0.00 342.21 1.77 1.16 1.00002 Pipe AA MH No.1 Catch Basin A 86.73 344.64 0.00 344.55 0.10 0.09 0.10003 Pipe B STORM DRAIN MH NO.1 STORM DRAIN MH NO.2 182.97 340.44 0.00 339.47 1.01 0.97 0.53004 Pipe BB Catch Basin A Catch Basin B 222.47 344.45 0.00 344.23 5.18 0.22 0.10005 Pipe C STORM DRAIN MH NO.2 STORM DRAIN MH NO.3 54.15 338.46 0.00 338.41 0.10 0.05 0.10006 Pipe D STORM DRAIN MH NO.3 CATCH BASIN NO.4 17.00 338.31 0.00 338.29 0.00 0.02 0.10007 Pipe E CATCH BASIN NO.4 Out-1Pipe E 30.58 338.45 0.16 338.14 0.00 0.31 1.00008 Pipe F CATCH BASIN NO.2 STORM DRAIN MH NO.1 62.10 342.05 0.00 340.54 0.10 1.51 2.43009 Pipe G CATCH BASIN NO.3 STORM DRAIN MH NO.2 25.44 343.81 0.00 343.73 5.27 0.08 0.330010 Pipe H Catch Basin B STORM DRAIN MH NO.4 102.08 339.05 0.00 338.95 0.10 0.10 0.100011 Pipe I STORM DRAIN MH NO.4 STORM DRAIN MH NO.2 241.10 338.85 0.00 338.61 0.14 0.24 0.1000 Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak Time of MaxShape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Peak Flowor HeightFlow VelocityOccurrence(inches) (inches)(cfs) (cfs) (days hh:mm) (ft/sec)CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 1.60 0 00:07 5.66CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 0.00 0 00:00 0.00CIRCULAR 24.000 24.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 2.05 0 00:07 3.67CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 0.45 0 00:09 3.36CIRCULAR 24.000 24.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 3.36 0 00:07 2.90CIRCULAR 24.000 24.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 3.36 0 00:07 2.89CIRCULAR 24.000 24.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 6.60 0 00:08 6.25CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 0.50 0 00:07 4.82CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 1.31 0 00:06 2.74CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 0.45 0 00:10 1.97CIRCULAR 18.000 18.00 0.0130 0.5000 0.5000 0.0000 0.00 NO 1.00 0.43 0 00:12 1.86 Travel Design Max Flow / Max Total Max ReportedTime Flow Design Flow Flow Depth / Time Flow ConditionCapacity Ratio Total Depth Surcharged DepthRatio(min) (cfs) (min) (ft)0.34 10.50 0.15 0.26 0.00 0.40 Calculated4.70 0.00 0.00 0.00 0.00 Calculated0.83 16.47 0.12 0.24 0.00 0.48 Calculated1.10 4.70 0.10 0.21 0.00 0.31 Calculated0.31 10.12 0.33 0.40 0.00 0.79 Calculated0.10 10.12 0.33 0.40 0.00 0.79 Calculated0.08 22.63 0.29 0.37 0.00 0.74 Calculated0.21 16.37 0.03 0.12 0.00 0.18 Calculated0.15 6.03 0.22 0.32 0.00 0.47 Calculated0.86 4.70 0.10 0.21 0.00 0.31 Calculated2.16 4.70 0.09 0.20 0.00 0.30 Calculated SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum MaximumIDElevation Type Gate Water Inflow Lateral HGL Depth HGL ElevationElevation Inflow Attained Attained(ft) (ft) (cfs) (cfs) (ft) (ft)1 Out-1Pipe E 6257290.82 2289745.85 338.14 NORMAL NO 6.60 0.00 0.74 338.88 SN Element X Coordinate Y Coordinate Description Inlet Manufacturer Inlet Number CatchbasinIDManufacturer Part Location of Inlets InvertNumber Elevation(ft)1 Catch Basin A 6256902.23 2290029.59 FHWA HEC-22 GENERIC N/A On Sag 1 344.452 Catch Basin B 6256901.40 2289807.05 FHWA HEC-22 GENERIC N/A On Grade 1 339.053 CATCH BASIN NO.1 6257162.18 2290066.39 FHWA HEC-22 GENERIC N/A On Sag 1 343.374 CATCH BASIN NO.2 6257183.88 2289986.56 FHWA HEC-22 GENERIC N/A On Sag 1 342.055 CATCH BASIN NO.3 6257226.29 2289821.69 FHWA HEC-22 GENERIC N/A On Sag 1 343.816 CATCH BASIN NO.4 6257260.42 2289749.10 FHWA HEC-22 GENERIC N/A On Sag 1 338.29 Max Max Initial Initial Ponded Grate Roadway Roadway Roadway Gutter Gutter Gutter Median(Rim) (Rim) Water Water Area Clogging Longitudinal Cross Manning's Cross Width Depression DitchElevation Offset Elevation Depth Factor Slope Slope Roughness Slope LongitudinalSlope(ft) (ft) (ft) (ft) (ft²) (%) (ft/ft) (ft/ft) (ft/ft) (ft) (inches) (ft/ft)351.27 6.82 344.45 0.00 0.00 0.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000350.55 11.50 339.05 0.00 0.00 0.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000350.15 6.78 343.37 0.00 0.00 0.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000349.01 6.96 342.05 0.00 0.00 50.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000348.51 4.69 343.81 0.00 0.00 0.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000347.79 9.50 338.45 0.16 0.00 50.00 N/A 0.0200 0.0160 0.0620 2.00 2.0000 45.0000 Median Median Median Median Peak Peak Peak Peak Inlet Allowable Max Gutter Max GutterDitch Ditch Ditch Ditch Flow Lateral Flow Flow Efficiency Spread Spread Water Elev.Bottom Left Side Right Side Manning's Inflow Intercepted Bypassing during during duringWidth Slope Slope Roughness by Inlet Inlet Peak Flow Peak Flow Peak Flow(ft) (V:H) (V:H) (cfs) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft)45.0000 64 64 45.0000 0.48 0.48 N/A N/A N/A 7.00 3.30 351.4645.0000 64 64 45.0000 0.49 0.49 N/A N/A N/A 7.00 3.37 350.7445.0000 64 64 45.0000 1.63 1.63 N/A N/A N/A 7.00 5.13 350.6245.0000 64 64 45.0000 0.51 0.51 N/A N/A N/A 7.00 3.40 349.2045.0000 64 64 45.0000 1.31 1.31 N/A N/A N/A 7.00 5.99 348.9445.0000 64 64 45.0000 4.57 4.57 N/A N/A N/A 7.00 17.69 348.39 Max Gutter Time of Total TotalWater Depth Maximum Flooded Timeduring Depth Volume FloodedPeak Flow Occurrence(ft) (days hh:mm) (ac-inches) (minutes)0.19 0 00:08 0.00 0.000.18 0 00:09 0.00 0.000.47 0 00:07 0.00 0.000.19 0 00:07 0.00 0.000.43 0 00:06 0.00 0.000.60 0 00:08 0.00 0.00 HYDRAULIC GRADE LINE CALCULATIONSRun L (ft) D (ft) C Q (cfs) V (fps)(Q/C)2 FK*(v2/2g)Total Losses HGL Surface Surface-HGLSump342.73N/APipe E30.5821506.66.250.0019360.0592030.610.67CB#4343.40347.794.39Pipe D1721503.362.890.0005020.008530.080.09MH#3343.48348.194.71Pipe C54.1521503.362.900.0005020.027170.030.05MH#2343.54348.324.78Pipe B182.9721502.053.670.0001870.0341750.040.08MH#1343.61348.985.37Pipe A115.841.51501.65.660.0001140.013180.300.31CB#1343.92350.26.28MH#2343.66348.324.66Pipe I241.11.51500.431.868.22E-060.0019810.030.03MH#4343.69350.536.84Pipe H102.081.51500.451.970.0000090.0009190.040.04CB#B343.73350.556.82Pipe BB222.4721500.453.360.0000090.0341750.110.14CB#A343.87348.985.11Pipe AA86.73215002.900.027170.080.11MH#1344.07351.77.63MH#2343.54348.324.78Pipe G25.441.51501.312.747.63E-050.001940.070.07CB#3343.61348.014.40MH#1343.61348.985.37Pipe F62.11.51500.54.821.11E-050.000690.220.22CB#2343.83349.015.18Sump at Half-Full SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial SurchargeIDElevation (Max) (Max) Water Water ElevationElevation Offset Elevation Depth(ft) (ft) (ft) (ft) (ft) (ft)1 MH No.1 6256893.13 2290115.84 344.64 351.70 7.06 344.64 0.00 351.702 STORM DRAIN MH NO.1 6257245.97 2289986.39 340.44 348.98 8.53 340.44 0.00 348.983 STORM DRAIN MH NO.2 6257244.01 2289803.43 338.46 348.32 9.85 338.46 0.00 348.324 STORM DRAIN MH NO.3 6257243.42 2289749.29 338.31 348.19 9.88 338.31 0.00 348.195 STORM DRAIN MH NO.4 6257002.92 2289806.02 338.85 350.53 11.68 338.85 0.00 350.53 Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum Average Average Time ofDepth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL MaximumInflow Elevation Depth Depth Attained Elevation Depth HGLAttained Attained Attained Attained Attained Occurrence(ft) (ft²) (inches) (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm)0.00 0.00 66.76 0.00 0.00 344.64 0.00 0.00 7.06 344.64 0.00 0 00:000.00 0.00 63.20 2.10 0.00 342.61 2.17 0.00 6.37 342.21 1.77 0 00:070.00 0.00 37.02 3.37 0.00 344.20 5.74 0.00 4.11 343.73 5.27 0 00:060.00 0.00 93.36 3.36 0.00 339.20 0.89 0.00 8.99 338.42 0.11 0 00:070.00 0.00 121.00 0.45 0.00 339.26 0.41 0.00 11.27 338.95 0.10 0 00:10 Time of Total TotalPeak Flooded TimeFlooding Volume FloodedOccurrence(days hh:mm) (ac-inches) (minutes)0 00:00 0.00 0.000 00:00 0.00 0.000 00:00 0.00 0.000 00:00 0.00 0.000 00:00 0.00 0.00 SN Element Description Area Drainage Weighted Accumulated Total Peak Rainfall TimeID Node ID Runoff Precipitation Runoff Runoff Intensity ofCoefficientConcentration(acres)(inches) (inches) (cfs) (inches/hr) (days hh:mm:ss)1 Sub-A 1.26 CATCH BASIN NO.1 0.9000 0.17 0.15 1.63 1.435 0 00:06:572 Sub-B 0.39 CATCH BASIN NO.2 0.9000 0.16 0.15 0.51 1.440 0 00:06:543 Sub-C 1.00 CATCH BASIN NO.3 0.9000 0.16 0.15 1.31 1.457 0 00:06:444 Sub-D 1.44 CATCH BASIN NO.4 0.9000 0.18 0.17 1.69 1.301 0 00:08:285 Sub-E 6.53 CATCH BASIN NO.4 0.9000 0.30 0.27 4.57 0.778 0 00:23:016 Sub-F 0.18 Catch Basin B 0.9000 0.09 0.08 0.49 3.043 0 00:01:507 Sub-G 0.41 Catch Basin A 0.9000 0.18 0.16 0.48 1.309 0 00:08:22