Loading...
HomeMy WebLinkAboutSSP PREPARED BY BRIAN STEPHENS-HOTOPP, PE DATE: OCTOBER, 2019 10155 DITCH ROAD DRAINAGE REPORT HAMILTON COUNTY, INDIANA PREPARED FOR CITY OF CARMEL CITY OF CARMEL UTILITIES 30 W MAIN STREET CARMEL, IN 46032 OCTOBER 2019 10155 DITCH ROAD DRAINAGE REPORT OCTOBER 2019 CARMEL, INDIANA TABLE OF CONTENTS Section Page 1 PROJECT NARRATIVE 1.1 OVERVIEW .......................................................................................................... 1 1.2 EXISTING CONDITIONS ..................................................................................... 1 1.3 PROPOSED CONDITIONS .................................................................................. 1 1.4 CALCULATION METHODS .................................................................................. 3 LIST OF APPENDICES Appendix A MAPS EXHIBIT 1 – LOCATION MAP EXHIBIT 2 – DELINIATION MAP EXHIBIT 3 – FLOOD FIRM MAP EXHIBIT 4 – SOILS MAP EXHIBIT 5 – EXISTING DRAINAGE MAP EXHIBIT 6 – PROPOSED DRAINAGE MAP B CALCULATIONS EXHIBIT 7 – HYDROCAD RESULTS EXHIBIT 8 – WIER OVERFLOW RESULTS EXHIBIT 9 – POND RESULTS C GENERAL REFERENCE 10155 DITCH ROAD DRAINAGE REPORT OCTOBER 2019 CARMEL, INDIANA 1 1 PROJECT NARRATIVE 1.1 OVERVIEW The purpose of this drainage report is to provide drawings and calculations based on Carmel’s Stormwater Technical Standards Manual to obtain storm drainage and sediment control approval. VS Engineering, Inc. was retained to provide civil/site engineering services for the site improvements related to the new house, located at 10155 Ditch Road, Carmel, Indiana. The site improvements related to this project include the 11,700 ft2 house, new pervious paver driveway, swales, and detention pond. Detention of the stormwater will be handled in a pond southeast of the new house. 1.2 EXISTING CONDITIONS The project is contained within the whole property. The site currently has trees growing on the area. Some tress will be cut down for the project. The project area is 9.73 acres. There are a few soils within the project area with the majority being Crosby silt loam (CrA) and Miami clay loam (MoC3). There are also smaller amounts of Shoals silt loam (Sh) and Miami silt loam (MmB2). See the Soils Map and soil characteristics information located in the Maps Appendix. The elevations on the affected portion of the site range from approximately 814 MSL to 846 MSL. There is currently no detention on site. The site lies partially within a floodway or floodplain as indicated per the FIRM Map located in the Maps Appendix. The existing site topography mainly drains from west to east to the stream that runs on the eastern edge of the site. North of the project site stormwater drains overland through swales to existing inlets and pipes. This existing system runs along the west side of the property and discharges to the wooded area and makes its way to the wetland. Minimal if any stormwater from this project will be collected with this system. 1.3 PROPOSED CONDITIONS The project will disturb approximately 9.73 acres. The house will be constructed on the existing ground after the trees have been cut down. A new driveway will be built with pervious pavers to connect the house to the street. Swales will also be built to help direct water flows to the new detention pond. The detention pond will be built on the southeast side of the house. 10155 DITCH ROAD DRAINAGE REPORT OCTOBER 2019 CARMEL, INDIANA 2 New stormwater pipes will collect water from the house roof, and site around the house, and drain southeast to the pond. The pond will also be planted with wetland grasses to act as a treatment. The pond will discharge to the creek to the east. As required in the Carmel Stormwater Technical Standards Manual the detention was sized to discharge 0.1 cfs/acre for a 10-year storm and 0.3 cfs/acre for a 100-year storm. Please see chart below showing discharge flow rates for the 10 year and 100-year storm events are below the calculated allowable, existing calculated, and proposed calculated release rates. Storm Event Area (acres) Requirements Allowable Release Rate (cfs) Existing Calculated Release Rate (cfs) Proposed Calculated Release Rate (cfs) 2-year 9.73 --------------- ----- 4.65 2.33 10-year 9.73 0.1 cfs/acre 0.97 10.44 5.07 100-year 9.73 0.3 cfs/acre 2.92 25.81 12.98 The proposed project area is separated into two watershed areas. Watershed 1S consists of 6.69 acres and is routed to the proposed pond. Watershed 2S consists of 3.04 acres and is undetained as the watershed was not able to be routed to the pond. Watershed 2S release rates are shown in the table below for reference. The peak flow is primarily the undetained flows generated by runoff from Watershed 2S that is not detained. This is further evident by evaluating the time of peak flow from the site and its correspondence with the time of peak runoff from Watershed 2S. The flows from the detention pond and Watershed 1S contributing to the overall site discharge are also shown in the below table as well as the approximate cfs/acre of detained watershed area. Storm Event Area (acres) Requirements Allowable Release Rate (cfs) 2S Calculated Release Rate (cfs) Flows from 1S contributing to peak discharge (cfs) Equivalent release rate for detained flows (cfs/acre) 2-year 3.04 --------------- ----- 2.28 0.05 0.007 10-year 3.04 0.1 cfs/acre 0.30 4.81 0.26 0.039 100-year 3.04 0.3 cfs/acre 0.91 11.32 1.66 0.248 The proposed pond flow rates for each storm event are shown in the table below. 10155 DITCH ROAD DRAINAGE REPORT OCTOBER 2019 CARMEL, INDIANA 3 Storm Event Peak Flow In (cfs) Peak Flow Out (cfs) Max. Volume (acre-ft) Max. Water Surface Elevation (ft) 2-year 24 hour 4.30 0.58 0.518 826.95 10-year 24 hour 8.67 1.24 0.729 827.38 100-year 24 hour 19.68 1.83 1.341 828.66 The proposed pond flow rates are shown above to show the reduction in release rates for the watershed area routed to the pond. The undetained watershed release rates contribute to the proposed release rates being higher than the allowable release rate requirement. Of the 9.73 acres of project area, Watershed 2S which is 3.04 acres, is not changed from existing conditions less the addition of a new 0.05 acre drive. 6.69 acres of the project area has proposed changes in land use, and is routed to the proposed pond which meets the allowable release rates. When evaluating the proposed release rates for this project, the developed land’s release rate is compared to undeveloped land release rate after the proposed project is completed. See velocity, grate capacity, weighted curve number, flow, and discharge calculations and results in the Calculations Appendix. 1.4 CALCULATION METHODS Watersheds were delineated, or in the proposed condition sub-watersheds were delineated, in order to more accurately model the existing and proposed conditions. Area for different land uses within these watersheds were identified, which are characterized by a curve numbers (CN), which is part of a numerical model predicting runoff from the watershed using the SCS method. Time of Concentration was calculated using the TR55 method. Review of the modeling ensured that a minimum of 5 minutes for the watershed time of concentration was maintained. The curve number “CN” values were taken from the USDA TR-55. The proposed storm sewers were designed for the 10-year storm event. The capacities of the proposed storm sewers were analyzed using Manning’s Equation. HydroCAD software was utilized using the Hydrograph Method for the stormwater runoff calculations for the Proposed Conditions Runoff Rates. The 24 hour, NOAA Type II curve distribution was used. The 24-hour rainfall depth data from the Carmel Manual was used and can be seen in the Reference Appendix. USGS Map Legend Untitled Polygon 2000 ft N➤➤N © 2018 Google © 2018 Google © 2018 Google Wetlands Map U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine October 3, 2019 0 0.1 0.20.05 mi 0 0.15 0.30.075 km 1:5,727 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. Indiana Floodplain Information Portal Report Point of Interest Approximate Address: 1120 LAURELWOOD CARMEL, IN 46032 Effective Flood Zone: X Preliminary Flood Zone: N/A Best Available Flood Zone: Approximate Flood Elevation: 817.7ft NAVD88 Source: Zone AE Profile Conversion Nearest Stream: SPRING MILL RUN Map Legend   Point of Interest   Nearest Point on Stream Best Available Flood Zone Site Map with Best Available Flood Zone Approximate scale 1:2,400 Disclaimer The data shown on this map represents FEMA floodplain data enhanced with additional studies that have been reviewed and approved by the Division of Water. While this data has not yet been submitted to FEMA for inclusion in the Flood Insurance Rate Maps or the National Flood Hazard Layer, this data can be used for general planning, construction, and development purposes. However, Best Available cannot be used for flood insurance determinations. The majority of local jurisdictions have options for using best available data; however typically only the FEMA floodplain limits have been adopted into the local floodplain ordinance. Generated on Thursday October 3rd 2019 at 08:34:05am Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/2/2019 Page 1 of 444207404420780442082044208604420900442094044209804420740442078044208204420860442090044209404420980569680569720569760569800569840569880569920569960570000570040570080 569720 569760 569800 569840 569880 569920 569960 570000 570040 570080 39° 56' 10'' N 86° 11' 4'' W39° 56' 10'' N86° 10' 46'' W39° 56' 1'' N 86° 11' 4'' W39° 56' 1'' N 86° 10' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,860 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. 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: Hamilton County, Indiana Survey Area Data: Version 20, 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: Aug 1, 2018—Sep 30, 2018 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—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/2/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MmB2 Miami silt loam, 2 to 6 percent slopes, eroded C 1.1 9.2% MoD3 Miami clay loam, 12 to 18 percent slopes, severely eroded C 2.1 18.3% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration B/D 3.6 31.8% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 4.6 40.6% Totals for Area of Interest 11.4 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/2/2019 Page 3 of 4 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 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/2/2019 Page 4 of 4 815815820820 820820820820820820825825 825825830 830 830830835835835835840840 840845845 816816 816816817817 817817818818 818818 818818819819 819819819819821821 821821821821 821821822822822 822 822822823823 823823824824 824824826826 826826827 827 827827828 828 828828829 829 829829831 831831831832 832 832832833833 833833834834 834834836836 836836837837 837 838838 838839839839 83 9 841841 84 1 842842842842842 843843843843843 844844 846846 Project No:Sheet No:Designed: Drawn: Checked: Scale: Date: Sym.Revisions Date 10155 DITCH ROAD PRIVATE RESIDENCE CARMEL, INDIANA18-394310/08/20192EXISTING BASIN MAP JFM NONEFLOODPLAINFLOODWAYTIME OFCONCENTRATIONWATERSHEDBOUNDARY(EXISTING)EXISTINGDRIVE FORLIFT STATION 815815820820 820820820820820820825825 825825830 830 830830835835835835840840 840845845 816816 816816817817 817817818818 818818 818818819819 819819819819821821 821821821821 821821822822822 822 822822823823 823823824824 824824826826 826826827 827 827827828 828 828828829 829 829829831 831831831832 832 832832833833 833833834834 834834836836 836836837837 837 838838 838839839839 83 9 84184184 1 842842842842842 843843843843843 844844 846846 820820820825825825 82583083083083083 0 835835835 8358358358408 4 0 840840840 845845845845 845845850 850819819821821821822822822823823823824824824 824826826826 826827827827 827828828828828828 829829829829829 8318318318318 3 1 8328328328 3 2 83283383383383383383483483483 4 834 834836 836836836 837837837837 837838 838 838 838838838839 83 9 839 839839839841841841841841 842842842842 842843843 843843843 843844 844844844844846 846846 846846847847847847847 848848848848848 849849851851Project No:Sheet No:Designed: Drawn: Checked: Scale: Date: Sym.Revisions Date 10155 DITCH ROAD PRIVATE RESIDENCE CARMEL, INDIANA18-394310/03/20193PROPOSED BASIN MAP JFM NONEFLOODPLAINFLOODWAYTIME OFCONCENTRATIONWATERSHEDBOUNDARY(PROPOSED)EXISTINGDRIVE FORLIFT STATIONPROPOSEDPONDPROPOSEDHOUSETIME OFCONCENTRATION EX Drainage Area 6R (new Reach) Routing Diagram for 10155 Ditch RoadPrepared by {enter your company name here}, Printed 10/7/2019 HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 9.269 74 >75% Grass cover, Good, HSG C (EX) 0.341 98 Paved parking, HSG C (EX) 9.611 75 TOTAL AREA 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 9.611 HSG C EX 0.000 HSG D 0.000 Other 9.611 TOTAL AREA 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 9.269 0.000 0.000 9.269 >75% Grass cover, Good EX 0.000 0.000 0.341 0.000 0.000 0.341 Paved parking EX 0.000 0.000 9.611 0.000 0.000 9.611 TOTAL AREA Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=418,637 sf Runoff Depth=0.75"Subcatchment EX: Drainage Area Flow Length=584' Tc=0.644 hrs CN=75 Runoff=4.65 cfs 0.597 af Avg. Flow Depth=0.05' Max Vel=2.48 fps Inflow=4.65 cfs 0.597 afReach 6R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=4.65 cfs 0.597 af Total Runoff Area = 9.611 ac Runoff Volume = 0.597 af Average Runoff Depth = 0.75" Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment EX: Drainage Area Runoff = 4.65 cfs @ 12.40 hrs, Volume= 0.597 af, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr-24hr Rainfall=2.66" Area (sf) CN Description 403,772 74 >75% Grass cover, Good, HSG C 14,865 98 Paved parking, HSG C 418,637 75 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.492 100 0.0114 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.140 398 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.012 86 0.1630 2.02 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.644 584 Total Subcatchment EX: Drainage Area Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2yr-24hr Rainfall=2.66" Runoff Area=418,637 sf Runoff Volume=0.597 af Runoff Depth=0.75" Flow Length=584' Tc=0.644 hrs CN=75 4.65 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 6R: (new Reach) Inflow Area = 9.611 ac, Inflow Depth = 0.75" for 2yr-24hr event Inflow = 4.65 cfs @ 12.40 hrs, Volume= 0.597 af Outflow = 4.65 cfs @ 12.40 hrs, Volume= 0.597 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 2.48 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.48 fps, Avg. Travel Time= 0.0 min Peak Storage= 2 cf @ 12.40 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Reach 6R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=9.611 ac Avg. Flow Depth=0.05' Max Vel=2.48 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 4.65 cfs4.65 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 8HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=418,637 sf Runoff Depth=1.54"Subcatchment EX: Drainage Area Flow Length=584' Tc=0.644 hrs CN=75 Runoff=10.44 cfs 1.234 af Avg. Flow Depth=0.09' Max Vel=2.84 fps Inflow=10.44 cfs 1.234 afReach 6R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=10.44 cfs 1.234 af Total Runoff Area = 9.611 ac Runoff Volume = 1.234 af Average Runoff Depth = 1.54" Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 9HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment EX: Drainage Area Runoff = 10.44 cfs @ 12.37 hrs, Volume= 1.234 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr-24hr Rainfall=3.83" Area (sf) CN Description 403,772 74 >75% Grass cover, Good, HSG C 14,865 98 Paved parking, HSG C 418,637 75 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.492 100 0.0114 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.140 398 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.012 86 0.1630 2.02 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.644 584 Total Subcatchment EX: Drainage Area Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr-24hr Rainfall=3.83" Runoff Area=418,637 sf Runoff Volume=1.234 af Runoff Depth=1.54" Flow Length=584' Tc=0.644 hrs CN=75 10.44 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 10HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 6R: (new Reach) Inflow Area = 9.611 ac, Inflow Depth = 1.54" for 10yr-24hr event Inflow = 10.44 cfs @ 12.37 hrs, Volume= 1.234 af Outflow = 10.44 cfs @ 12.37 hrs, Volume= 1.234 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 2.84 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.49 fps, Avg. Travel Time= 0.0 min Peak Storage= 4 cf @ 12.37 hrs Average Depth at Peak Storage= 0.09' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Reach 6R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.611 ac Avg. Flow Depth=0.09' Max Vel=2.84 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 10.44 cfs10.44 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 11HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=418,637 sf Runoff Depth=3.68"Subcatchment EX: Drainage Area Flow Length=584' Tc=0.644 hrs CN=75 Runoff=25.82 cfs 2.945 af Avg. Flow Depth=0.16' Max Vel=3.96 fps Inflow=25.82 cfs 2.945 afReach 6R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=25.81 cfs 2.945 af Total Runoff Area = 9.611 ac Runoff Volume = 2.945 af Average Runoff Depth = 3.68" Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 12HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment EX: Drainage Area Runoff = 25.82 cfs @ 12.33 hrs, Volume= 2.945 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (sf) CN Description 403,772 74 >75% Grass cover, Good, HSG C 14,865 98 Paved parking, HSG C 418,637 75 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.492 100 0.0114 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.140 398 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.012 86 0.1630 2.02 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.644 584 Total Subcatchment EX: Drainage Area Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=418,637 sf Runoff Volume=2.945 af Runoff Depth=3.68" Flow Length=584' Tc=0.644 hrs CN=75 25.82 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 13HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 6R: (new Reach) Inflow Area = 9.611 ac, Inflow Depth = 3.68" for 100yr-24hr event Inflow = 25.82 cfs @ 12.33 hrs, Volume= 2.945 af Outflow = 25.81 cfs @ 12.33 hrs, Volume= 2.945 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 3.96 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.53 fps, Avg. Travel Time= 0.0 min Peak Storage= 7 cf @ 12.33 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Reach 6R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.611 ac Avg. Flow Depth=0.16' Max Vel=3.96 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 25.82 cfs25.81 cfs 1S PR-Routed to Pond 2S PR - Undetained Watershed 4R (new Reach) Normal Pool Creek Routing Diagram for 10155 Ditch RoadPrepared by {enter your company name here}, Printed 10/7/2019 HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.795 74 >75% Grass cover, Good, HSG C (1S, 2S) 0.972 98 Paved parking, HSG C (1S, 2S) 0.283 98 Roofs, HSG C (1S, 2S) 0.561 98 Water Surface, HSG C (1S) 9.611 79 TOTAL AREA 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 9.611 HSG C 1S, 2S 0.000 HSG D 0.000 Other 9.611 TOTAL AREA 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 7.795 0.000 0.000 7.795 >75% Grass cover, Good 1S, 2S 0.000 0.000 0.972 0.000 0.000 0.972 Paved parking 1S, 2S 0.000 0.000 0.283 0.000 0.000 0.283 Roofs 1S, 2S 0.000 0.000 0.561 0.000 0.000 0.561 Water Surface 1S 0.000 0.000 9.611 0.000 0.000 9.611 TOTAL AREA 10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 Normal Pool 826.50 825.50 80.0 0.0125 0.013 8.0 0.0 0.0 Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=286,012 sf Runoff Depth=0.95"Subcatchment 1S: PR-Routed to Pond Flow Length=443' Tc=0.643 hrs CN=79 Runoff=4.30 cfs 0.518 af Runoff Area=132,624 sf Runoff Depth=0.84"Subcatchment 2S: PR - Undetained Watershed Flow Length=355' Tc=0.430 hrs CN=77 Runoff=2.28 cfs 0.214 af Avg. Flow Depth=0.02' Max Vel=2.48 fps Inflow=2.32 cfs 0.687 afReach 4R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=2.32 cfs 0.687 af Peak Elev=826.95' Storage=0.532 af Inflow=4.30 cfs 0.518 afPond Normal Pool: Creek Primary=0.58 cfs 0.473 af Secondary=0.00 cfs 0.000 af Outflow=0.58 cfs 0.473 af Total Runoff Area = 9.611 ac Runoff Volume = 0.732 af Average Runoff Depth = 0.91" Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-Routed to Pond Runoff = 4.30 cfs @ 12.38 hrs, Volume= 0.518 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr-24hr Rainfall=2.66" Area (sf) CN Description 220,788 74 >75% Grass cover, Good, HSG C 24,432 98 Water Surface, HSG C 29,071 98 Paved parking, HSG C 11,721 98 Roofs, HSG C 286,012 79 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.518 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.125 343 0.0233 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.643 443 Total Subcatchment 1S: PR-Routed to Pond Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type II 24-hr 2yr-24hr Rainfall=2.66" Runoff Area=286,012 sf Runoff Volume=0.518 af Runoff Depth=0.95" Flow Length=443' Tc=0.643 hrs CN=79 4.30 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 8HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR - Undetained Watershed Runoff = 2.28 cfs @ 12.21 hrs, Volume= 0.214 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr-24hr Rainfall=2.66" Area (sf) CN Description 13,269 98 Paved parking, HSG C 118,742 74 >75% Grass cover, Good, HSG C 613 98 Roofs, HSG C 132,624 77 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.414 89 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 0.001 37 0.2500 8.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.015 229 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.430 355 Total Subcatchment 2S: PR - Undetained Watershed Runoff Hydrograph Time (hours) 403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type II 24-hr 2yr-24hr Rainfall=2.66" Runoff Area=132,624 sf Runoff Volume=0.214 af Runoff Depth=0.84" Flow Length=355' Tc=0.430 hrs CN=77 2.28 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 9HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: (new Reach) [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs Inflow Area = 9.611 ac, Inflow Depth > 0.86" for 2yr-24hr event Inflow = 2.32 cfs @ 12.21 hrs, Volume= 0.687 af Outflow = 2.32 cfs @ 12.21 hrs, Volume= 0.687 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 2.48 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.48 fps, Avg. Travel Time= 0.0 min Peak Storage= 1 cf @ 12.21 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 10HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Reach 4R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=9.611 ac Avg. Flow Depth=0.02' Max Vel=2.48 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 2.32 cfs2.32 cfs Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 11HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Pond Normal Pool: Creek Inflow Area = 6.566 ac, Inflow Depth = 0.95" for 2yr-24hr event Inflow = 4.30 cfs @ 12.38 hrs, Volume= 0.518 af Outflow = 0.58 cfs @ 13.92 hrs, Volume= 0.473 af, Atten= 87%, Lag= 92.1 min Primary = 0.58 cfs @ 13.92 hrs, Volume= 0.473 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Starting Elev= 826.50' Surf.Area= 0.560 ac Storage= 0.275 af Peak Elev= 826.95' @ 13.92 hrs Surf.Area= 0.578 ac Storage= 0.532 af (0.257 af above start) Plug-Flow detention time= 803.5 min calculated for 0.198 af (38% of inflow) Center-of-Mass det. time= 313.5 min ( 1,196.6 - 883.2 ) Volume Invert Avail.Storage Storage Description #1 826.00' 6.651 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 826.00 0.540 0.000 0.000 827.00 0.580 0.560 0.560 828.00 0.620 0.600 1.160 829.00 0.670 0.645 1.805 830.00 0.712 0.691 2.496 831.00 0.758 0.735 3.231 832.00 0.805 0.781 4.012 833.00 0.854 0.830 4.842 834.00 0.904 0.879 5.721 835.00 0.955 0.930 6.651 Device Routing Invert Outlet Devices #1 Primary 826.50'8.0" Round Culvert L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 826.50' / 825.50' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Secondary 829.00'28.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.58 cfs @ 13.92 hrs HW=826.95' (Free Discharge) 1=Culvert (Inlet Controls 0.58 cfs @ 2.29 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=826.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 2yr-24hr Rainfall=2.66"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 12HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Pond Normal Pool: Creek Inflow Outflow PrimarySecondary Hydrograph Time (hours)4038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=6.566 ac Peak Elev=826.95' Storage=0.532 af 4.30 cfs 0.58 cfs0.58 cfs 0.00 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 13HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=286,012 sf Runoff Depth=1.83"Subcatchment 1S: PR-Routed to Pond Flow Length=443' Tc=0.643 hrs CN=79 Runoff=8.67 cfs 0.999 af Runoff Area=132,624 sf Runoff Depth=1.68"Subcatchment 2S: PR - Undetained Watershed Flow Length=355' Tc=0.430 hrs CN=77 Runoff=4.81 cfs 0.426 af Avg. Flow Depth=0.05' Max Vel=2.48 fps Inflow=5.01 cfs 1.375 afReach 4R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=5.01 cfs 1.375 af Peak Elev=827.38' Storage=0.784 af Inflow=8.67 cfs 0.999 afPond Normal Pool: Creek Primary=1.24 cfs 0.949 af Secondary=0.00 cfs 0.000 af Outflow=1.24 cfs 0.949 af Total Runoff Area = 9.611 ac Runoff Volume = 1.426 af Average Runoff Depth = 1.78" Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 14HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-Routed to Pond Runoff = 8.67 cfs @ 12.35 hrs, Volume= 0.999 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr-24hr Rainfall=3.83" Area (sf) CN Description 220,788 74 >75% Grass cover, Good, HSG C 24,432 98 Water Surface, HSG C 29,071 98 Paved parking, HSG C 11,721 98 Roofs, HSG C 286,012 79 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.518 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.125 343 0.0233 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.643 443 Total Subcatchment 1S: PR-Routed to Pond Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10yr-24hr Rainfall=3.83" Runoff Area=286,012 sf Runoff Volume=0.999 af Runoff Depth=1.83" Flow Length=443' Tc=0.643 hrs CN=79 8.67 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 15HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR - Undetained Watershed Runoff = 4.81 cfs @ 12.19 hrs, Volume= 0.426 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr-24hr Rainfall=3.83" Area (sf) CN Description 13,269 98 Paved parking, HSG C 118,742 74 >75% Grass cover, Good, HSG C 613 98 Roofs, HSG C 132,624 77 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.414 89 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 0.001 37 0.2500 8.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.015 229 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.430 355 Total Subcatchment 2S: PR - Undetained Watershed Runoff Hydrograph Time (hours) 403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10yr-24hr Rainfall=3.83" Runoff Area=132,624 sf Runoff Volume=0.426 af Runoff Depth=1.68" Flow Length=355' Tc=0.430 hrs CN=77 4.81 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 16HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: (new Reach) [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs Inflow Area = 9.611 ac, Inflow Depth > 1.72" for 10yr-24hr event Inflow = 5.01 cfs @ 12.21 hrs, Volume= 1.375 af Outflow = 5.01 cfs @ 12.21 hrs, Volume= 1.375 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 2.48 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.48 fps, Avg. Travel Time= 0.0 min Peak Storage= 2 cf @ 12.21 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 17HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Reach 4R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=9.611 ac Avg. Flow Depth=0.05' Max Vel=2.48 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 5.01 cfs5.01 cfs Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 18HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Pond Normal Pool: Creek Inflow Area = 6.566 ac, Inflow Depth = 1.83" for 10yr-24hr event Inflow = 8.67 cfs @ 12.35 hrs, Volume= 0.999 af Outflow = 1.24 cfs @ 13.63 hrs, Volume= 0.949 af, Atten= 86%, Lag= 76.8 min Primary = 1.24 cfs @ 13.63 hrs, Volume= 0.949 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Starting Elev= 826.50' Surf.Area= 0.560 ac Storage= 0.275 af Peak Elev= 827.38' @ 13.63 hrs Surf.Area= 0.595 ac Storage= 0.784 af (0.509 af above start) Plug-Flow detention time= 510.1 min calculated for 0.674 af (67% of inflow) Center-of-Mass det. time= 273.3 min ( 1,137.1 - 863.8 ) Volume Invert Avail.Storage Storage Description #1 826.00' 6.651 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 826.00 0.540 0.000 0.000 827.00 0.580 0.560 0.560 828.00 0.620 0.600 1.160 829.00 0.670 0.645 1.805 830.00 0.712 0.691 2.496 831.00 0.758 0.735 3.231 832.00 0.805 0.781 4.012 833.00 0.854 0.830 4.842 834.00 0.904 0.879 5.721 835.00 0.955 0.930 6.651 Device Routing Invert Outlet Devices #1 Primary 826.50'8.0" Round Culvert L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 826.50' / 825.50' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Secondary 829.00'28.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.24 cfs @ 13.63 hrs HW=827.38' (Free Discharge) 1=Culvert (Inlet Controls 1.24 cfs @ 3.57 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=826.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10yr-24hr Rainfall=3.83"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 19HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Pond Normal Pool: Creek Inflow Outflow PrimarySecondary Hydrograph Time (hours)4038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=6.566 ac Peak Elev=827.38' Storage=0.784 af 8.67 cfs 1.24 cfs1.24 cfs 0.00 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 20HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.01 hrs, 4001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=286,012 sf Runoff Depth=4.09"Subcatchment 1S: PR-Routed to Pond Flow Length=443' Tc=0.643 hrs CN=79 Runoff=19.68 cfs 2.240 af Runoff Area=132,624 sf Runoff Depth=3.88"Subcatchment 2S: PR - Undetained Watershed Flow Length=355' Tc=0.430 hrs CN=77 Runoff=11.32 cfs 0.985 af Avg. Flow Depth=0.10' Max Vel=3.06 fps Inflow=12.33 cfs 3.154 afReach 4R: (new Reach) n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs Outflow=12.33 cfs 3.154 af Peak Elev=828.66' Storage=1.579 af Inflow=19.68 cfs 2.240 afPond Normal Pool: Creek Primary=1.83 cfs 2.169 af Secondary=0.00 cfs 0.000 af Outflow=1.83 cfs 2.169 af Total Runoff Area = 9.611 ac Runoff Volume = 3.225 af Average Runoff Depth = 4.03" Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 21HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-Routed to Pond Runoff = 19.68 cfs @ 12.34 hrs, Volume= 2.240 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (sf) CN Description 220,788 74 >75% Grass cover, Good, HSG C 24,432 98 Water Surface, HSG C 29,071 98 Paved parking, HSG C 11,721 98 Roofs, HSG C 286,012 79 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.518 100 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 0.125 343 0.0233 0.76 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.643 443 Total Subcatchment 1S: PR-Routed to Pond Runoff Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=286,012 sf Runoff Volume=2.240 af Runoff Depth=4.09" Flow Length=443' Tc=0.643 hrs CN=79 19.68 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 22HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR - Undetained Watershed Runoff = 11.32 cfs @ 12.19 hrs, Volume= 0.985 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (sf) CN Description 13,269 98 Paved parking, HSG C 118,742 74 >75% Grass cover, Good, HSG C 613 98 Roofs, HSG C 132,624 77 Weighted Average Tc Length Slope Velocity Capacity Description (hours) (feet) (ft/ft) (ft/sec) (cfs) 0.414 89 0.0050 0.06 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 0.001 37 0.2500 8.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.015 229 0.0740 4.38 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.430 355 Total Subcatchment 2S: PR - Undetained Watershed Runoff Hydrograph Time (hours) 403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=132,624 sf Runoff Volume=0.985 af Runoff Depth=3.88" Flow Length=355' Tc=0.430 hrs CN=77 11.32 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 23HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Reach 4R: (new Reach) [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs [81] Warning: Exceeded Pond Normal Pool by 98.50' @ 0.00 hrs Inflow Area = 9.611 ac, Inflow Depth > 3.94" for 100yr-24hr event Inflow = 12.33 cfs @ 12.19 hrs, Volume= 3.154 af Outflow = 12.33 cfs @ 12.19 hrs, Volume= 3.154 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Max. Velocity= 3.06 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.49 fps, Avg. Travel Time= 0.0 min Peak Storage= 4 cf @ 12.19 hrs Average Depth at Peak Storage= 0.10' Bank-Full Depth= 8.00' Flow Area= 448.0 sf, Capacity= 19,666.28 cfs 40.00' x 8.00' deep channel, n= 0.035 Side Slope Z-value= 2.0 '/' Top Width= 72.00' Length= 1.0' Slope= 0.1000 '/' Inlet Invert= 925.00', Outlet Invert= 924.90' ‡ Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 24HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Reach 4R: (new Reach) Inflow Outflow Hydrograph Time (hours)403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.611 ac Avg. Flow Depth=0.10' Max Vel=3.06 fps n=0.035 L=1.0' S=0.1000 '/' Capacity=19,666.28 cfs 12.33 cfs12.33 cfs Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 25HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Summary for Pond Normal Pool: Creek Inflow Area = 6.566 ac, Inflow Depth = 4.09" for 100yr-24hr event Inflow = 19.68 cfs @ 12.34 hrs, Volume= 2.240 af Outflow = 1.83 cfs @ 14.06 hrs, Volume= 2.169 af, Atten= 91%, Lag= 103.0 min Primary = 1.83 cfs @ 14.06 hrs, Volume= 2.169 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.01 hrs Starting Elev= 826.50' Surf.Area= 0.560 ac Storage= 0.275 af Peak Elev= 828.66' @ 14.06 hrs Surf.Area= 0.653 ac Storage= 1.579 af (1.304 af above start) Plug-Flow detention time= 507.6 min calculated for 1.894 af (85% of inflow) Center-of-Mass det. time= 373.9 min ( 1,214.7 - 840.8 ) Volume Invert Avail.Storage Storage Description #1 826.00' 6.651 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 826.00 0.540 0.000 0.000 827.00 0.580 0.560 0.560 828.00 0.620 0.600 1.160 829.00 0.670 0.645 1.805 830.00 0.712 0.691 2.496 831.00 0.758 0.735 3.231 832.00 0.805 0.781 4.012 833.00 0.854 0.830 4.842 834.00 0.904 0.879 5.721 835.00 0.955 0.930 6.651 Device Routing Invert Outlet Devices #1 Primary 826.50'8.0" Round Culvert L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 826.50' / 825.50' S= 0.0125 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Secondary 829.00'28.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.83 cfs @ 14.06 hrs HW=828.66' (Free Discharge) 1=Culvert (Barrel Controls 1.83 cfs @ 5.25 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=826.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100yr-24hr Rainfall=6.46"10155 Ditch Road Printed 10/7/2019Prepared by {enter your company name here} Page 26HydroCAD® 10.00-21 s/n 08598 © 2018 HydroCAD Software Solutions LLC Pond Normal Pool: Creek Inflow Outflow PrimarySecondary Hydrograph Time (hours)4038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.566 ac Peak Elev=828.66' Storage=1.579 af 19.68 cfs 1.83 cfs1.83 cfs 0.00 cfs PROJECT:10155 Ditch Road DATE:7-Oct-19 CITY/COUNTY:Carmel, Hamilton County, Indiana DESIGNER:JM REVIEWER:BASH EMERGENCY Weir must pass: 93.0 cfs Top of 100YR weir elevation =831.0 Available EMERGENCY head =1.0 feet Top of Pond =832.0 Weir Coefficient =3.1 Length of 100YR Rectangular Weir 29.0 FEET Side Slope 1 25%Angle 1 75.96 DEGREES Side Slope 2 25%Angle 2 75.96 DEGREES Total Angle For V-notch Weir 151.93 WSE head Freeboard Rect weir v-notch total Q (ft.)(ft.)(cfs)(cfs)(cfs) 832.0 1.0 1.0 89.9 5.5 95 <----100 YR Hist. Flow into Pond STORM DRAINAGE SYSTEM DESIGN WEIR DESIGN SPREADSHEET Detention Pond F:\2018\18-3943 10209 Ditch Road\10 DesignCalcs\30 WaterResources\Stormwater Model\Weir Overflow.xls BASH 10/7/2019 2:21 PM Volume Elevation Area(sq-ft)Area(acres)Area (acres)Vol Incrementals (af)Vol Cumulative (af)Vol Cumulative (af) 820 14066 0.32 0.32 0.00 0.00 821 15505 0.36 0.36 0.34 0.34 822 17002 0.39 0.39 0.37 0.71 823 18554 0.43 0.43 0.41 1.12 824 20164 0.46 0.46 0.44 1.56 825 21829 0.50 0.50 0.48 2.05 826 23552 0.54 0.54 0.52 2.57 827 25330 0.58 0.58 0.56 3.13 828 27166 0.62 0.62 0.60 3.73 829 29058 0.67 0.67 0.65 4.38 830 31006 0.71 0.71 0.69 5.07 831 33011 0.76 0.76 0.73 5.80 0.73 832 35073 0.81 0.81 0.78 6.58 1.52 833 37191 0.85 0.85 0.83 7.41 2.35 834 39366 0.90 0.90 0.88 8.29 3.22 835 41601 0.96 0.96 0.93 9.22 4.15 Top of Pond Volume =14872.54 CY Calculation Normal Pool