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Home My WebLink AboutDrainage Report Indianapolis, IN | St. Louis, MO | .www.weihe.net | (800) 452-6408 Allan H. Weihe, P.E., L.S. - Founder STORMWATER TECHNICAL REPORT For: INLOW PARK IMPROVEMENTS Address: 11813 River Road Carmel, Indiana – Hamilton County Project #W200371 Prepared For: Carmel Clay Parks and Recreation 1235 Central Park Drive East Carmel, IN 46032 Contact: Michael Klitzing, Director Phone: 317-573-4018 Prepared By: Colin Schroeder, P.E. Checked By: Russell Lee Webster II P.E. Certified By: Russell Lee Webster II P.E. Date: February 25, 2021 Revised: May 28, 2021 I AFFIRM, UNDER THE PENALTIES FOR PERJURY, THAT I HAVE TAKEN REASONABLE CARE TO REDACT EACH SOCIAL SECURITY NUMBER IN THIS DOCUMENT, UNLESS REQUIRED BY LAW. – Russell Lee Webster II P.E. THIS INSTRUMENT PREPARED BY: Russell Lee Webster II P.E. Prepared For: Inlow Park Carmel Clay Parks and Recreation Carmel, IN Project #W20-0371 TABLE OF CONTENTS 1. Project Narrative a. Project Location b. Floodzone c. Stormwater Design d. Location Maps 2. Pre Developed Calculations a. Pre-existing Conditions b. Existing Stormwater Runoff Summary c. Existing Drainage Basin Map 3. Post Developed Calculations a. Proposed Conditions b. Allowable Release Rates c. Detention Basin Summary d. Proposed Stormwater Runoff Summary e. Proposed Drainage Basin Map f. Drainage Basin Details 4. Pipe Sizing Calculations a. Storm sewer capacity b. Overflow analysis c. Inlet Capacity 5. Water Quality Calculations a. Water Quality Facility Summary 6. Appendix a. FEMA Firmette Flood Zone Map b. NRCS Soils Map c. Existing and Proposed Watershed Calculations. d. Project Details e. Water Quality Flow Calculations f. Hydraflow Hydrographs Model Output g. Hydraflow Storm Sewer Model Output Inlow Park Drainage Report 1 4/22/2021 Prepared For: Stormwater Technical Report Inlow Park Improvements Carmel Clay Parks and Recreation Carmel, IN Project #W20-0371 Project Narrative: Carmel Clay Parks and Recreation is proposing to partially re-develop Inlow Park, a 15.0 Acre park located in the City of Carmel, IN. Said development is located on River Road, near the intersection of Main Street and Hazel Dell Parkway. Refer to Figure 1 for Project location Map. The park site at Latitude of N 39° 58' 42" and Longitude W 86° 03' 47", falling within Clay Township. The site is generally located in the Southeast Quarter of the Northwest Quarter of Section 27, Township 18 North, and Range 4 East, Hamilton County Indiana. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map, Panel 227 of 300, Map No.18057 C0227 G for Hamilton County, Indiana, dated November 19, 2014 the subject tract IS NOT located within Zone AE (Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevations determined) or Floodway Area in Zone AE as established by the Federal Emergency Management Agency for the National Flood Insurance Program. See Appendix A for FEMA Firmette Flood Zone Map. Stormwater Design: The project will consist of new and existing storm sewer collecting stormwater from the project site and directing it to a new dry detention basin. There will also be new permeable paver parking space installed along the northwestern edge of the existing parking area. The paver system underdrain and overflow inlets will outlet into the new dry detention basin. The detention basin will be routed through a new outlet control structure and into a large wet detention basin adjacent to the site. Water quality treatment will be achieved by utilizing the permeable pavers to filter runoff from portions of the proposed improvements and the existing parking lot. Figure 1 - Project Location Map Sheds Subdivision Sheds Dams High Significant Low Not Listed February 23, 2021 0 0.08 0.160.04 mi 0 0.1 0.20.05 km 1:4,800 Hamilton County compiled this map. Although strict accuracy standards have been employed, Hamilton County does not warrant or guarantee the accuracy of the information contained herein and disclaims any and all liability resulting from any error or omission.Author: Hamilton County Inlow Park Drainage Report 3 4/22/2021 Pre-Developed Conditions: Aerial photography was used to illustrate the current land-use of the park and surrounding areas. Currently, the park contains a splash pad, vehicle parking, three playgrounds, paved & unpaved walking trails, restroom building and two picnic shelters. The remainder of the site consists mostly of lawn grasses and wooded areas. The project is bounded by single family homes on the Northwest, North, and west, Main Street on the south and an existing wet detention pond to the Southwest. Based on available plans of adjacent developments, it is assumed that all runoff from those developments is intercepted by of site storm sewer. Therefore, no offsite runoff. Refer to Figure 2. The subject tract consists of the following soil types: Ockley Silt Loam, Sleeth Loam and Westland Silty Clay. A soil map has been included with this report. Curve numbers were assigned using existing land use in conjunction with soils mapping from the Natural Resource Conservation (NRCS). An abbreviated NRCS Soils Report can be found in Appendix B. Detailed topography from survey work provided by the owner, and topographic information from the City of Carmel GIS database were used to determine the Pre- Developed Basin Map. The park is split between the U G Mitchner Ditch Watershed and the Emily Vestal Ditch Watershed. Nearly all of the proposed development and construction work will be located in the Mitchner Ditch Water shed. The portion of the park flowing to the Vestal Ditch will remain untouched. The watershed is split along a north-south line that largely follows the western edge of the project site. Generally, the western half of the park flows the southwest and into a wet detention basin adjacent to the site. The Pre-Developed Overall On-Site basin considered for this project is 4.04 acres. Please refer to Figure 2. Table 1: Existing Release Rates: Drainage Area Curve Number Time of Concentration Pre-existing release rates, Q, CFS A, Acres CN Tc, min. 2-yr 10-yr 100-yr Existing Vestal Ditch Watershed 0.18 86 5 0.42 0.72 1.4 Existing Mitchner Ditch Watershed 3.86 84 48.8 3.03 5.5 11.38 Total 4.04 3.45 6.22 12.78 W WEEEEEEEEEC C G G E EOHU OHU OHU OHU OHU OHU OHU OHUN00°09'42"W 761.17'S89°59'52"W 775.74'N41°05'18"E 174.60'EXISTING DETENTION BASIN VESTAL DITCH WATERSHED MITCHNER DITCH WATERSHED PROJECT LIMITS AREA: 4.04 ACRES MAJOR WATERSHED DELINEATION E. MAIN STREET ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I HE Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS FIGURE 2 - EXISTING CONDITIONS W S N E Inlow Park Drainage Report 5 4/22/2021 Post-Developed Conditions: The project will involve demolishing the existing splash pad, picnic shelters, and restroom. The proposed park development will consist of a new restroom building, two picnic shelters, pickleball court, new splash pad, and new permeable paver parking spaces. The project will involve two separate areas of construction separated by existing infrastructure. The permeable paver parking spaces and dry detention basin (Proposed Watershed 1) will be located on the west side of the existing parking lot. The proposed structures, pickleball court and splash pad (Proposed Watershed 2) will be on the east. The remainder of the overall watershed will be undisturbed and considered un-detained passthrough flow. Refer to Figures 3 for a Watershed Summary Map. A Curve Number of 80 was used for all pervious areas based on the land use of “Open space, good condition” for Hydrologic Soil Group D. The Curve Number the drainage basin was computed using a weighted average based on the area of impervious surface within the basin. A summary of Proposed watersheds and sub-watersheds can be found in Appendix C. A dry detention basin is proposed along the edge of the project. Proposed storm sewer will collect runoff from proposed improvements as well as existing pavement and convey to the detention basin. An outlet control structure will limit peak discharge rates to within allowable rates, summarized below. After development, the project area will continue to discharge to the adjacent detention pond. Details of the outlet control structure and detention basin can be found in Appendix D. The allowable release rates are based on Table 102-1 of the City of Carmel Stormwater Technical Standards Manual, are as follows: Q 10yr = 0.1 CFS/Acre Q 100yr = 0.3 CFS/Acre Table 2: Allowable Release Rates: (per code) Drainage Area Allowable Release, Qa, CFS A, Acre 10-yr 100-yr Proposed Project Watershed 1.68 0.168 0.504 Existing Site Watershed remaining (passthrough) 2.19 3.487 6.870 Total 3.655 7.374 Note: No downstream restrictions or basin specific release rates were identified. Vestal Ditch Watershed: Within the Vestal Ditch watershed, the amount of impervious area was reduced, from 2451 SF to 2328 SF, with no major change to drainage patterns. Therefore, it has been Inlow Park Drainage Report 6 4/22/2021 assumed that this watershed is not negatively impacted by the development. No further analysis has been completed. Mitchner Ditch Watershed Release rates: The Mitchner Ditch watershed portion of the project flows overland to new and existing storm sewer inlets on the site and through the storm sewer. The existing storm sewer pipe will be intercepted by a new manhole and storm sewer pipe and routed to the proposed dry detention basin. An existing area inlet near the driveway entrance in the southwest corner of the site will remain and will intercept collect runoff from the southern half of the existing parking lot. The drainage area to this inlet has been reduced. Therefore, it has been assumed that the runoff has been reduced. No further analysis has been performed. Table 3: Mitchner Flow Rates: Peak Flow Rate, Q, CFS 2-yr 10-yr 100-yr Basin Inflow Proposed Watershed 3.39 5.93 11.88 Basin Discharge Outlet Control Structure 2.55 3.24 6.74 Allowable (from above) N/A 3.655 7.374 Difference -0.415 -0.634 Bottom: 2-yr 10-yr 100-yr Overflow Spillway: Ponding Elevation: 751.74 753.11 753.95 755.05 755.50 Stormwater Runoff Summary: The peak runoff rates for the site are summarized in Table 3 above. There are two separate areas of project disturbance and new impervious areas. The new development is limited to release rates based on City of Carmel Stormwater Technical Standards. The remaining portion of the watershed routed to the new detention pond is considered pass through flow. The detention basin and outlet control structure successfully limit site discharge to allowable rates and release into the adjacent detention pond. Detention Pond model output can be found in Appendix F. W WEEEEEEEEEC C G G E EOHU OHU OHU OHU OHU OHU OHU OHUN00°09'42"W 761.17'S89°59'52"W 775.74'N41°05'18"E 174.60'SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARSSPEARSSPEARS SPEARSSPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS PROPOSED WATERSHED 1 E. MAIN STREET EXISTING DETENTION BASIN PROPOSED WATERSHED 2 EXISTING WATERSHED AREA EXISTING WATERSHED AREA EXISTING WATERSHED AREA OUTSIDE OF PROJECT AREA OUTSIDE OF PROJECT AREA AREA OUTSIDE OF PROJECT AREA POND ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I HE Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS FIGURE 3 - WATERSHED SUMMARY MAP W S N E W WEEEEEEEEEC C G G E EOHU OHU OHU OHU OHU OHU OHU OHUN00°09'42"W 761.17'S89°59'52"W 775.74'N41°05'18"E 174.60'SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARSSPEARSSPEARS SPEARSSPEARS SPEARS SPEARS SPEARS SPEARS SPEARS SPEARS E. MAIN STREET SUBBASIN 201A SUBBASIN 201A SUBBASIN 202 SUBBASIN 203 SUBBASIN 204 SUBBASIN 301 SUBBASIN 302 SUBBASIN 303 ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I HE Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS FIGURE 4 - SUBBASIN LOCATION MAP W S N E Inlow Park Drainage Report 8 4/22/2021 Storm Sewer Sizing Calculations: Storm sewer capacity and velocity calculations were made utilizing Hydraflow Storm Sewer in accordance with Section 305 of the City of Carmel Stormwater Technical Standards Manual. Analysis of 100yr storm events confirm that emergency overflow routes exist to prevent the damage of any structures on or off site. See Figure 4 for Subbasin Location Map. Primarily, the overflow routes consist of curb overflow at low points or overtopping of onsite walking paths. Inlet Capacity calculations can be found in Appendix C. Storm sewer model output can be found in Appendix G. Water Quality: The proposed development will include additional parking spaces paved with permeable pavers with granular storage. A combination of proposed and existing impervious areas will be intercepted by the permeable paver BMP and filtered, stored, and released into the dry detention basin via perforated storm sewer pipe. The design is based on the guidelines found in Chapter 8, of the Indiana Storm Water Quality Manual. See Appendix D for a Permeable Paver Section detail. Sizing of the BMP Reservoir will utilize the Water Quality Volume, WQv as determined from Section 701.04 of the City of Carmel Stormwater Technical Standards Manual. Support calculations for sizing of the stone storage reservoir can be found in Appendix E. The permeable paver parking lot over captures existing impervious area runoff to compensate for the portion of the proposed improvements that bypass the BMP. A summary of impervious runoff is found in Table 4 below. To help maximize water quality treatment from the project, a Nyloplast Envirohood to separate floatables and sediment of the Table 4: Water Quality Treatment Summary Proposed Impervious Area (Required to be treated by BMP) 21,705 SF Proposed Impervious Area (Treated by Permeable Paver BMP) 3,225 SF Newly Treated Existing Impervious Area (To compensate for bypass flow) 24,205 SF Total Impervious Area 27,430 SF (Treated by Permeable Paver BMP) Bypass Proposed Impervious Area 18,480 SF APPENDIX A – FEMA Firmette Flood Zone Map National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/24/2021 at 5:03 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°4'6"W 39°59'1"N 86°3'28"W 39°58'33"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B – NRCS Soils Map 6 Custom Soil Resource Report Soil Map 442573044257804425830442588044259304425980442603044260804426130442573044257804425830442588044259304425980442603044260804426130579890 579940 579990 580040 580090 580140 580190 579890 579940 579990 580040 580090 580140 580190 39° 58' 53'' N 86° 3' 52'' W39° 58' 53'' N86° 3' 38'' W39° 58' 40'' N 86° 3' 52'' W39° 58' 40'' N 86° 3' 38'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,060 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 21, Jun 4, 2020 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. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI W Water 0.3 1.7% We Westland silty clay loam, 0 to 2 percent slopes 0.0 0.0% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes 7.4 44.0% YsnA Sleeth loam-Urban land complex, 0 to 2 percent slopes 6.2 36.9% YwqA Westland silty clay loam-Urban land complex, 0 to 2 percent slopes 2.9 17.3% Totals for Area of Interest 16.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 8 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 Hamilton County, Indiana W—Water Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No We—Westland silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t4m1 Elevation: 400 to 1,000 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 155 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Westland, drained, and similar soils:70 percent Minor components:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Westland, Drained Setting Landform:Depressions on stream terraces, swales on stream terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave, linear Across-slope shape:Concave, linear Parent material:Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silty clay loam Btg1 - 10 to 21 inches: silty clay loam 2Btg2 - 21 to 37 inches: clay loam 2BCg - 37 to 47 inches: loam 3Cg - 47 to 79 inches: stratified extremely gravelly coarse sand to coarse sand to gravelly loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:40 to 60 inches to strongly contrasting textural stratification Custom Soil Resource Report 10 Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: R111AY016IN - Outwash Mollisol Hydric soil rating: Yes Minor Components Mahalaland, drained Percent of map unit:15 percent Landform:Depressions on terraces, outwash terraces, terraces, flats on terraces, swales on terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave, linear Across-slope shape:Concave, linear Hydric soil rating: Yes Treaty, drained Percent of map unit:9 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Sleeth Percent of map unit:6 percent Landform:Outwash terraces, stream terraces Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F111AY014IN - Outwash Upland Hydric soil rating: No Custom Soil Resource Report 11 YoxA—Ockley silt loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w58d Elevation: 600 to 1,250 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Ockley and similar soils:55 percent Urban land:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ockley Setting Landform:Stream terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Linear Parent material:Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silt loam BA - 10 to 15 inches: silt loam Bt1 - 15 to 18 inches: silt loam Bt2 - 18 to 37 inches: clay loam 2Bt3 - 37 to 49 inches: gravelly sandy clay loam 3C - 49 to 79 inches: stratified very gravelly coarse sand to gravelly loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:40 to 72 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 8.8 inches) Custom Soil Resource Report 12 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Ecological site: F111AY015IN - Dry Outwash Upland Hydric soil rating: No Minor Components Wawaka Percent of map unit:5 percent Landform:Till plains on outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Ecological site:F111AY015IN - Dry Outwash Upland Hydric soil rating: No Digby Percent of map unit:5 percent Landform:Glacial drainage channels, outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Concave, linear Ecological site:F111AY014IN - Outwash Upland Hydric soil rating: No Fox Percent of map unit:3 percent Landform:Outwash terraces Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY015IN - Dry Outwash Upland Hydric soil rating: No Haney Percent of map unit:2 percent Landform:Outwash plains, glacial drainage channels Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear, concave Ecological site:F111AY014IN - Outwash Upland Hydric soil rating: No Custom Soil Resource Report 13 YsnA—Sleeth loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w58w Elevation: 680 to 1,040 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 185 days Farmland classification: Not prime farmland Map Unit Composition Sleeth and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sleeth Setting Landform:Stream terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy outwash over sandy and gravelly outwash Typical profile H1 - 0 to 17 inches: loam H2 - 17 to 27 inches: clay loam H3 - 27 to 48 inches: gravelly clay loam H4 - 48 to 60 inches: stratified gravelly coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:20 to 60 inches to strongly contrasting textural stratification Drainage class:Somewhat poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Available water capacity:Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY014IN - Outwash Upland Custom Soil Resource Report 14 Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Poorly drained aquents Percent of map unit:3 percent Landform:Drainageways Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: Yes Westland Percent of map unit:2 percent Landform:Depressions Ecological site:R111AY016IN - Outwash Mollisol Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes YwqA—Westland silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47r Elevation: 400 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Westland, drained, and similar soils:55 percent Urban land:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Westland, Drained Setting Landform:Swales on stream terraces, depressions on stream terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Parent material:Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silty clay loam Btg1 - 10 to 21 inches: silty clay loam 2Btg2 - 21 to 37 inches: clay loam 2BCg - 37 to 47 inches: loam Custom Soil Resource Report 15 3Cg - 47 to 79 inches: stratified extremely gravelly coarse sand to coarse sand to gravelly loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:40 to 60 inches to strongly contrasting textural stratification Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: R111AY016IN - Outwash Mollisol Hydric soil rating: Yes Minor Components Mahalaland, drained Percent of map unit:10 percent Landform:Outwash terraces, terraces, flats on terraces, swales on terraces, depressions on terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf, dip Down-slope shape:Linear, concave Across-slope shape:Linear, concave Hydric soil rating: Yes Treaty, drained Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Sleeth Percent of map unit:2 percent Landform:Outwash terraces, stream terraces Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F111AY014IN - Outwash Upland Hydric soil rating: No Custom Soil Resource Report 16 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group 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. 18 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. Custom Soil Resource Report 19 20 Custom Soil Resource Report Map—Hydrologic Soil Group 442573044257804425830442588044259304425980442603044260804426130442573044257804425830442588044259304425980442603044260804426130579890 579940 579990 580040 580090 580140 580190 579890 579940 579990 580040 580090 580140 580190 39° 58' 53'' N 86° 3' 52'' W39° 58' 53'' N86° 3' 38'' W39° 58' 40'' N 86° 3' 52'' W39° 58' 40'' N 86° 3' 38'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,060 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. 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 21, Jun 4, 2020 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. Custom Soil Resource Report 21 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI W Water 0.3 1.7% We Westland silty clay loam, 0 to 2 percent slopes B/D 0.0 0.0% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes B 7.4 44.0% YsnA Sleeth loam-Urban land complex, 0 to 2 percent slopes B/D 6.2 36.9% YwqA Westland silty clay loam- Urban land complex, 0 to 2 percent slopes B/D 2.9 17.3% Totals for Area of Interest 16.9 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 22 APPENDIX C – Existing & Proposed Watershed Calculations Project: Date: Job No: Checked By:RLW Prepared By:CMS BASIN:Vestal Ditch Soil Group Cover type CN Area (SF)Area (Ac.) Hard Surface 98 2451 0.06 D Lawn 80 5494 0.13 D Mulch Landscaping 77 0 0.00 86 7945 0.18 BASIN:Mitchner Ditch Soil Group Cover type CN Area (SF)Area (Ac.) Hard Surface 98 41654 0.96 D Lawn 80 115927 2.66 D Mulch Landscaping 77 10719 0.25 84 168300 3.86 Pre Developed Runoff Calculations Inlow Park February 24, 2021 W200371 TOTAL= TOTAL= Project:Inlow Park Date:February 24, 2021 Job No:W200371 Checked By:RLW Prepared By:CMS BASIN:Overall Soil Group Cover type CN Area (SF)Area (Ac.) Hard Surface 98 58987 1.35 D Lawn 80 96677 2.22 D Pervious Pavers 70 6059 0.14 D Mulch Landscaping 77 6578 0.15 86 168301 3.86 BASIN:Ex-1 Soil Group Cover type CN Area (SF)Area (Ac.) Hard Surface 98 37282 0.86 D Lawn 80 58011 1.33 D Pervious Pavers 70 0 0.00 D Mulch Landscaping 77 0 0.00 87 95293 2.19 BASIN:PR-1 Soil Group Cover type CN Area (SF)Area (Ac.) Hard Surface 98 21705 0.50 D Lawn 80 38666 0.89 D Pervious Pavers 70 6059 0.14 D Mulch Landscaping 77 6578 0.15 84 73008 1.68 TOTAL= TOTAL= TOTAL= Post Developed CN Calculations Project: Date: Job No: Checked By:RLW Prepared By:CMS BASIN:201A Area (SF)Area (Ac.)C 7334 0.17 0.85 0 0.00 0.55 15113 0.35 0.45 22447 0.52 0.58 BASIN:202 Area (SF)Area (Ac.)C 11367 0.26 0.85 0 0.00 0.55 34192 0.78 0.45 45559 1.05 0.55 BASIN:203 Area (SF)Area (Ac.)C 5541 0.13 0.85 0 0.00 0.55 4798 0.11 0.45 10339 0.24 0.66 BASIN:204 Area (SF)Area (Ac.)C 1302 0.03 0.85 0 0.00 0.55 2973 0.07 0.45 4275 0.10 0.57 BASIN:301 Area (SF)Area (Ac.)C 8535 0.20 0.85 2764 0.06 0.55 15764 0.36 0.45 27063 0.62 0.59 BASIN:302 Area (SF)Area (Ac.)C 8682 0.20 0.85 2685 0.06 0.55 34192 0.78 0.45 45559 1.05 0.53 BASIN:303 Area (SF)Area (Ac.)C 10237 0.24 0.85 611 0.01 0.55 10410 0.24 0.45 21258 0.49 0.65 Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= Post Developed Runoff Calculations Inlow Park February 24, 2021 W200371 Cover type Impervious, Pavement Permeable Pavers Heavy Soil, with Turf TOTAL= TOTAL= Heavy Soil, with Turf Impervious, Pavement Permeable Pavers Cover type Project: Date: Job No: Checked By:RLW Prepared By:CMS Basin Sheet Flow Manual (L/V) Description n =L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description V =L =Tt = L/V Tc (total)Tc (total) (ft)(in/hr)(ft/ft)(hrs)(ft/s)(ft)(hrs)(hrs)(min) EX-1 Grass 0.24 263 2.66 0.01 0.7461 Gutter / Swale 1.6 480 0.0833 0.8294 49.8 PR-1 Grass 0.24 263 2.66 0.01 0.7461 Gutter / Swale 2 480 0.0667 0.8128 48.8 SUB 302 Grass 0.24 263 2.66 0.01 0.7461 Gutter / Swale 2.87 85 0.0082 0.7543 45.3 SUB 303 Grass 0.24 113 2.66 0.01 0.3796 Gutter / Swale 2.87 45 0.0044 0.3839 23.0 Time of Concentration for Hydroflow Calculations Inlow Park February 24, 2021 W200371 *All other Subbasins Tc=5 min Project: Date: Job No: Checked By:RLW Prepared By:CMS Area (ft2)Perimeter (ft)Area (ft2)Perimeter (ft) 24" Round 1.83 5.96 0.92 2.98 30" Round 2.24 7.79 1.12 3.90 30.00 *Back of Curb to Back of Curb 13.00 *Gutter spread calculations accounts for 0.1 depressed casting *Calculations are shown fo a 50% clogged condition per ordinance Inlet #Q (cfs)Type of Casting Depth (Based on weir flow) Cross Sectional Slope (%) Gutter Spread (ft) weir* Clear Lane (Sag Only)Remarks Inlet Type 201A 1.83 24" Round 0.32 2.08%10.78 Single 202 0.99 24" Round 0.21 2.08%5.52 Single 203 0.96 30" Round 0.18 2.08%3.65 Single 204 0.34 24" Round 0.10 2.08%0.24 Single 301 2.24 24" Round 0.37 2.08%13.04 Single 302 1.40 24" Round 0.27 2.08%8.22 Single 303 1.20 24" Round 0.24 2.08%6.94 Single W200371 February 24, 2021 Inlow Park Street Width (ft) Clear Lane Requirement (ft) Inlet Capacity Calculations 100% Opening 50% Clogged Nyloplast Standard Nyloplast Standard Type of Casting Emergency Overflow Calculations Project: Date: Job No: Checked By:RLW Prepared By:CMS Peak Inflow 11.88 cfs Peak Inflow (125%)14.85 cfs Cw (Coefficient of Weir)3.33 h (Flow depth over Weir)0.5 ft Width of Weir 12.61 ft L = Q/ (Cs * H ^ (3/2))Free Discharge Suppressed February 24, 2021 Inlow Park POND 1 A-AW200371 APPENDIX D – Project Details ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I H E Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS PROJECT DETAILS OUTLET CONTROL STRUCTURE 101 (NO SCALE) 1 C300 2'x2' PRECAST CONCRETE STRUCTURE NEENAH R-3402-E, OR APPROVED EQUALPROPOSED GRADING POND BOTTOM CONTRACTOR SHALL CONNECT POND SUBDRAIN TO STRUCTURE. 6"(h) x 12"(w) ORIFICE HOLE ELEV.=751.74 ELEV.=750.91 ELEV.=754.00 2'x2' PRECAST CONCRETE STRUCTURE 6"(h) x 12"(w) ORIFICE HOLE 14 C800 UNILOCK PERMEABLE PAVER (NO SCALE) 12" HDPE OUTLET PIPE @ 1.25% w/ CHECKMATE INLINE CHECK VALVE 12" HDPE OUTLET PIPE @ 1.25% w/ CHECKMATE INLINE CHECK VALVE 12" PERFORATED HDPE DRAINAGE PIPE. ELEVATION VARIES PER PLAN C300. (MIN. 1FT COVER). PROVIDE 6" MIN. PERMEABLE SUBBASE AROUND PIPE AND GRADE SUBGRADE TO DRAIN. PERMEABLE JOINT OPENING AGGREGATE: OPEN-GRADED, CRUSHED, WASHED ANGULAR STONE; ASTM NO. 8 OR 1 8 TO 3 16 INCH GRANITE CHIP (2-5 MM) UNILOCK PERMEABLE PAVERS 1 1 2" PERMEABLE SETTING BED AGGREGATE: OPEN-GRADED, CRUSHED, WASHED ANGULAR STONE; INDOT NO. 11 / ASTM NO. 8 6" MIN. PERMEABLE BASE AGGREGATE: OPEN-GRADED, CRUSHED, WASHED ANGULAR STONE; INDOT NO. 53 / ASTM NO. 57 16" MIN. PERMEABLE SUBBASE AGGREGATE: OPEN-GRADED, CRUSHED, WASHED ANGULAR STONE; INDOT NO. 4 / ASTM NO. 2 ***BOTTOM OF RESERVOIR TO BE LEVEL*** GEOTEXTILE MATERIAL; MIRAFI 160N, OR APPROVED EQUAL. INSTALL ON BOTTOM AND SIDES WITH A MINIMUM OVERLAP OF 12" BETWEEN ADJOINING ROLLS. SUBGRADE MATERIAL: MIN. CBR - 5% (COMPACT IF LESS THAN 5%) SLOPE TO DRAIN US 100NW FILTER FABRIC 20'-0"16"6"***ALL STONE AGGREGATE TO BE INSTALLED AND COMPACTED IN 2" LIFTS***28" ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I HE Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS PROJECT DETAILS 3:1 SL O P E 3:1 S L O P E POND CROSS SECTION (NO SCALE) GRADE AS SHOWN ON PLANS MAINTENANCE _ INSPECT WITHIN 24 HOURS OF EACH RAIN EVENT AND AT LEAST ONCE EVERY SEVEN CALENDAR DAYS. _ CHECK CHANNEL OUTLET AND ROAD CROSSINGS FOR BLOCKAGE, SEDIMENT, BANK INSTABILITY, AND PIPING OR SCOUR HOLES; REMOVE ANY BLOCKAGE, AND MAKE REPAIRS IMMEDIATELY. _ REMOVE SIGNIFICANT SEDIMENT AND DEBRIS FROM CHANNEL TO MAINTAIN DESIGN CROSS SECTION AND CHANNEL GRADE AND TO PREVENT SPOT EROSION. 6" PERFORATED UNDERDRAIN. INVERT 10" BELOW DRY BASIN SURFACE. SURROUNDED BY #53 STONE. WRAP WITH GEOTEXTILE FABRIC. REFER TO PLANS FOR MORE INFORMATION. SUBGRADE SLOPE VARIES SLOPE VARIES 755.50756.00 756.00 18" DEEP RIPRAP (1/3 CU. FT. MIN. SIZE) 3:1 S L O P E EMERGENCY OVERFLOW 100 YEAR ELEV.=755.05 3:1 SL O P E EMERGENCY SPILLWAY (NO SCALE) NATIVE VEGETATION PROTECTION SIGNAGE ENGINEERS 317 | 846 - 6611 800 | 452 - 6408 317 | 843 - 0546 fax W E I HE Land Surveying | Civil Engineering Landscape Architecture ALLAN H. WEIHE, P.E., L.S. - FOUNDER 10505 N. College Avenue Indianapolis, Indiana 46280 weihe.net LAWRENCE W. INLOW PARK PHASE II IMPROVEMENTS PROJECT DETAILS 4 C306 MONITORING WELL (NO SCALE) PERMEABLE AGGREGATE RESERVOIR PERFORATED HDPE STORM SEWER MONITORING WELL WITH REMOVABLE CAP 4"MIN. PERFORATED PVC PIPE GRADE APPENDIX E – Water Quality Flow Calculations Project: Date: Job No: Checked By:RLW Prepared By:CMS 31.53 1.00 0.33 2.23 0.06 2,707.42 6060.00 16 40% 0.07 3,232 90 0.73POND 1 sq. ft. in Reservoir Area: Reservoir Depth: % Voids Provided Volume ac-ft cubic ft Water Quality CN, CNwq Per Table 701-1 Water Quality Flow Rate, Qwq cubic ft per sec Inlow ParkWater Quality Calculations W200371 April 21, 2021 I (Percent of Impervious Area) percent P inch of rainfall Rv (0.05 + 0.009 (I)) A (Area)acres WQv = P*Rv*A/12 ac-ft cubic ft APPENDIX F – Hydraflow Hyrdographs Model Output Hydraflow Table of Contentsw200371 detention.gpwHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Watershed Model Schematic...................................................................................... 1Hydrograph Return Period Recap............................................................................. 21 - YearSummary Report......................................................................................................................... 3Hydrograph Reports................................................................................................................... 4Hydrograph No. 1, SCS Runoff, Pre-existing Conditions (Vestal Ditch)................................... 4Hydrograph No. 2, SCS Runoff, Pre-Existing Conditions (Mitchner Ditch............................... 5Hydrograph No. 3, SCS Runoff, PR-1...................................................................................... 6Hydrograph No. 4, Reservoir, Overall Flows to Pond............................................................... 7Pond Report - West Detention Pond................................................................................... 8Hydrograph No. 6, SCS Runoff, Existing Area (passthrough).................................................. 92 - YearSummary Report....................................................................................................................... 10Hydrograph Reports................................................................................................................. 11Hydrograph No. 1, SCS Runoff, Pre-existing Conditions (Vestal Ditch)................................. 11Hydrograph No. 2, SCS Runoff, Pre-Existing Conditions (Mitchner Ditch............................. 12Hydrograph No. 3, SCS Runoff, PR-1.................................................................................... 13Hydrograph No. 4, Reservoir, Overall Flows to Pond............................................................. 14Hydrograph No. 6, SCS Runoff, Existing Area (passthrough)................................................1510 - YearSummary Report....................................................................................................................... 16Hydrograph Reports................................................................................................................. 17Hydrograph No. 1, SCS Runoff, Pre-existing Conditions (Vestal Ditch)................................. 17Hydrograph No. 2, SCS Runoff, Pre-Existing Conditions (Mitchner Ditch............................. 18Hydrograph No. 3, SCS Runoff, PR-1.................................................................................... 19Hydrograph No. 4, Reservoir, Overall Flows to Pond............................................................. 20Hydrograph No. 6, SCS Runoff, Existing Area (passthrough)................................................21100 - YearSummary Report....................................................................................................................... 22Hydrograph Reports................................................................................................................. 23Hydrograph No. 1, SCS Runoff, Pre-existing Conditions (Vestal Ditch)................................. 23Hydrograph No. 2, SCS Runoff, Pre-Existing Conditions (Mitchner Ditch............................. 24Hydrograph No. 3, SCS Runoff, PR-1.................................................................................... 25Hydrograph No. 4, Reservoir, Overall Flows to Pond............................................................. 26Hydrograph No. 6, SCS Runoff, Existing Area (passthrough)................................................27 Hydrograph Return Period Recap2Hyd. Hydrograph InflowPeak Outflow (cfs)HydrographNo. type hyd(s)Description(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr1 SCS Runoff ------ 0.057 0.417 ------- ------- 0.715 ------- ------- 1.398 Pre-existing Conditions (Vestal Ditch)2 SCS Runoff ------ 0.249 3.028 ------- ------- 5.497 ------- ------- 11.38 Pre-Existing Conditions (Mitchner Ditc3 SCS Runoff ------ 0.374 3.392 ------- ------- 5.931 ------- ------- 11.88 PR-14 Reservoir 3 0.325 2.548 ------- ------- 3.237 ------- ------- 6.741 Overall Flows to Pond6 SCS Runoff ------ 0.254 2.029 ------- ------- 3.487 ------- ------- 6.870 Existing Area (passthrough)Proj. file: w200371 detention.gpwWednesday, 02 / 24 / 2021Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Summary Report3Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum TotalHydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description(origin) (cfs) (min) (min) (cuft) (ft) (cuft)1 SCS Runoff 0.057 2 718 121 ------ ------ ------ Pre-existing Conditions (Vestal Ditch)2 SCS Runoff 0.249 2 748 2,127 ------ ------ ------ Pre-Existing Conditions (Mitchner Ditc3 SCS Runoff 0.374 3 747 2,803 ------ ------ ------ PR-14 Reservoir 0.325 3 762 2,802 3 751.94 304 Overall Flows to Pond6 SCS Runoff 0.254 3 744 1,802 ------ ------ ------ Existing Area (passthrough)w200371 detention.gpw Return Period: 1 Year Wednesday, 02 / 24 / 2021Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 1Pre-existing Conditions (Vestal Ditch)Hydrograph type = SCS Runoff Peak discharge = 0.057 cfsStorm frequency = 1 yrs Time to peak = 11.97 hrsTime interval = 2 min Hyd. volume = 121 cuftDrainage area = 0.180 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 5.00 minTotal precip. = 1.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484402468101214161820222426Q (cfs)0.000.000.010.010.020.020.030.030.040.040.050.050.060.060.070.070.080.080.090.090.100.10Q (cfs)Time (hrs)Pre-existing Conditions (Vestal Ditch)Hyd. No. 1 -- 1 YearHyd No. 1 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 2Pre-Existing Conditions (Mitchner DitchHydrograph type = SCS Runoff Peak discharge = 0.249 cfsStorm frequency = 1 yrs Time to peak = 12.47 hrsTime interval = 2 min Hyd. volume = 2,127 cuftDrainage area = 3.860 ac Curve number = 84Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 1.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484502468101214161820222426Q (cfs)0.000.000.050.050.100.100.150.150.200.200.250.250.300.300.350.350.400.400.450.450.500.50Q (cfs)Time (hrs)Pre-Existing Conditions (Mitchner DitchHyd. No. 2 -- 1 YearHyd No. 2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 3PR-1Hydrograph type = SCS Runoff Peak discharge = 0.374 cfsStorm frequency = 1 yrs Time to peak = 12.45 hrsTime interval = 3 min Hyd. volume = 2,803 cuftDrainage area = 3.860 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 1.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 48460369121518212427Q (cfs)0.000.000.050.050.100.100.150.150.200.200.250.250.300.300.350.350.400.400.450.450.500.50Q (cfs)Time (hrs)PR-1Hyd. No. 3 -- 1 YearHyd No. 3 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 4Overall Flows to PondHydrograph type = Reservoir Peak discharge = 0.325 cfsStorm frequency = 1 yrs Time to peak = 12.70 hrsTime interval = 3 min Hyd. volume = 2,802 cuftInflow hyd. No. = 3 - PR-1 Max. Elevation = 751.94 ftReservoir name = West Detention Pond Max. Storage = 304 cuftStorage Indication method used.70369121518212427Q (cfs)0.000.000.050.050.100.100.150.150.200.200.250.250.300.300.350.350.400.400.450.450.500.50Q (cfs)Time (hrs)Overall Flows to PondHyd. No. 4 -- 1 YearHyd No. 4Hyd No. 3Total storage used = 304 cuft Pond Report8Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Pond No. 1 - West Detention PondPond DataContours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 751.74 ftStage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)0.00 751.74 24 0 01.26 753.00 4,120 1,872 1,8722.26 754.00 7,020 5,505 7,3783.26 755.00 8,630 7,810 15,1884.26 756.00 10,300 9,452 24,640Culvert / Orifice Structures Weir Structures[A] [B] [C] [PrfRsr] [A] [B] [C] [D]Rise (in)= 12.00 6.00 Inactive 0.00Span (in)= 12.00 12.00 6.00 0.00No. Barrels= 1 1 1 0Invert El. (ft)= 750.91 751.74 753.00 0.00Length (ft)= 61.00 0.00 0.00 0.00Slope (%)= 1.25 0.00 0.00 n/aN-Value= .013 .013 .013 n/aOrifice Coeff.= 0.60 0.60 0.60 0.60Multi-Stage= n/a Yes Yes NoCrest Len (ft)= 8.00 Inactive 20.00 0.00Crest El. (ft)= 754.00 753.50 755.50 0.00Weir Coeff.= 3.33 3.33 2.60 3.33Weir Type= 1 Rect Broad ---Multi-Stage= Yes Yes No NoExfil.(in/hr)= 0.000 (by Wet area)TW Elev. (ft)= 0.00Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).Stage / Storage / Discharge TableStage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs0.00 0 751.74 0.00 0.00 0.00 --- 0.00 0.00 0.00 --- --- --- 0.0001.26 1,872 753.00 2.43 ic 2.42 ic 0.00 --- 0.00 0.00 0.00 ------ --- 2.4202.26 7,378 754.00 3.27 ic 3.27 ic 0.00 --- 0.00 0.00 0.00 ------ --- 3.2683.26 15,188 755.00 6.70 oc 0.31 ic 0.00 --- 6.39 s 0.00 0.00--- --- --- 6.7014.26 24,640 756.00 7.54 oc 0.13 ic 0.00 --- 7.31 s 0.00 18.38 --- --- --- 25.83 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 6Existing Area (passthrough)Hydrograph type = SCS Runoff Peak discharge = 0.254 cfsStorm frequency = 1 yrs Time to peak = 12.40 hrsTime interval = 3 min Hyd. volume = 1,802 cuftDrainage area = 2.190 ac Curve number = 87Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 1.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 48490369121518212427Q (cfs)0.000.000.050.050.100.100.150.150.200.200.250.250.300.300.350.350.400.400.450.450.500.50Q (cfs)Time (hrs)Existing Area (passthrough)Hyd. No. 6 -- 1 YearHyd No. 6 Hydrograph Summary Report10Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum TotalHydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description(origin) (cfs) (min) (min) (cuft) (ft) (cuft)1 SCS Runoff 0.417 2 716 842 ------ ------ ------ Pre-existing Conditions (Vestal Ditch)2 SCS Runoff 3.028 2 744 17,395 ------ ------ ------ Pre-Existing Conditions (Mitchner Ditc3 SCS Runoff 3.392 3 744 19,512 ------ ------ ------ PR-14 Reservoir 2.548 3 762 19,511 3 753.11 2,482 Overall Flows to Pond6 SCS Runoff 2.029 3 744 11,639 ------ ------ ------ Existing Area (passthrough)w200371 detention.gpw Return Period: 2 Year Wednesday, 02 / 24 / 2021Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 1Pre-existing Conditions (Vestal Ditch)Hydrograph type = SCS Runoff Peak discharge = 0.417 cfsStorm frequency = 2 yrs Time to peak = 11.93 hrsTime interval = 2 min Hyd. volume = 842 cuftDrainage area = 0.180 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 5.00 minTotal precip. = 2.66 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 48411024681012141618202224Q (cfs)0.000.000.050.050.100.100.150.150.200.200.250.250.300.300.350.350.400.400.450.450.500.50Q (cfs)Time (hrs)Pre-existing Conditions (Vestal Ditch)Hyd. No. 1 -- 2 YearHyd No. 1 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 2Pre-Existing Conditions (Mitchner DitchHydrograph type = SCS Runoff Peak discharge = 3.028 cfsStorm frequency = 2 yrs Time to peak = 12.40 hrsTime interval = 2 min Hyd. volume = 17,395 cuftDrainage area = 3.860 ac Curve number = 84Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 2.66 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 4841202468101214161820222426Q (cfs)0.000.001.001.002.002.003.003.004.004.00Q (cfs)Time (hrs)Pre-Existing Conditions (Mitchner DitchHyd. No. 2 -- 2 YearHyd No. 2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 3PR-1Hydrograph type = SCS Runoff Peak discharge = 3.392 cfsStorm frequency = 2 yrs Time to peak = 12.40 hrsTime interval = 3 min Hyd. volume = 19,512 cuftDrainage area = 3.860 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 2.66 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484130369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.00Q (cfs)Time (hrs)PR-1Hyd. No. 3 -- 2 YearHyd No. 3 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 4Overall Flows to PondHydrograph type = Reservoir Peak discharge = 2.548 cfsStorm frequency = 2 yrs Time to peak = 12.70 hrsTime interval = 3 min Hyd. volume = 19,511 cuftInflow hyd. No. = 3 - PR-1 Max. Elevation = 753.11 ftReservoir name = West Detention Pond Max. Storage = 2,482 cuftStorage Indication method used.140369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.00Q (cfs)Time (hrs)Overall Flows to PondHyd. No. 4 -- 2 YearHyd No. 4Hyd No. 3Total storage used = 2,482 cuft Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 6Existing Area (passthrough)Hydrograph type = SCS Runoff Peak discharge = 2.029 cfsStorm frequency = 2 yrs Time to peak = 12.40 hrsTime interval = 3 min Hyd. volume = 11,639 cuftDrainage area = 2.190 ac Curve number = 87Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 2.66 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484150369121518212427Q (cfs)0.000.001.001.002.002.003.003.00Q (cfs)Time (hrs)Existing Area (passthrough)Hyd. No. 6 -- 2 YearHyd No. 6 Hydrograph Summary Report16Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum TotalHydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description(origin) (cfs) (min) (min) (cuft) (ft) (cuft)1 SCS Runoff 0.715 2 716 1,466 ------ ------ ------ Pre-existing Conditions (Vestal Ditch)2 SCS Runoff 5.497 2 744 31,134 ------ ------ ------ Pre-Existing Conditions (Mitchner Ditc3 SCS Runoff 5.931 3 744 33,947 ------ ------ ------ PR-14 Reservoir 3.237 3 771 33,946 3 753.95 7,108 Overall Flows to Pond6 SCS Runoff 3.487 3 741 19,971 ------ ------ ------ Existing Area (passthrough)w200371 detention.gpw Return Period: 10 Year Wednesday, 02 / 24 / 2021Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 1Pre-existing Conditions (Vestal Ditch)Hydrograph type = SCS Runoff Peak discharge = 0.715 cfsStorm frequency = 10 yrs Time to peak = 11.93 hrsTime interval = 2 min Hyd. volume = 1,466 cuftDrainage area = 0.180 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 5.00 minTotal precip. = 3.83 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484170.02.04.06.08.010.012.014.016.018.020.022.0Q (cfs)0.000.000.100.100.200.200.300.300.400.400.500.500.600.600.700.700.800.800.900.901.001.00Q (cfs)Time (hrs)Pre-existing Conditions (Vestal Ditch)Hyd. No. 1 -- 10 YearHyd No. 1 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 2Pre-Existing Conditions (Mitchner DitchHydrograph type = SCS Runoff Peak discharge = 5.497 cfsStorm frequency = 10 yrs Time to peak = 12.40 hrsTime interval = 2 min Hyd. volume = 31,134 cuftDrainage area = 3.860 ac Curve number = 84Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 3.83 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 4841802468101214161820222426Q (cfs)0.000.001.001.002.002.003.003.004.004.005.005.006.006.00Q (cfs)Time (hrs)Pre-Existing Conditions (Mitchner DitchHyd. No. 2 -- 10 YearHyd No. 2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 3PR-1Hydrograph type = SCS Runoff Peak discharge = 5.931 cfsStorm frequency = 10 yrs Time to peak = 12.40 hrsTime interval = 3 min Hyd. volume = 33,947 cuftDrainage area = 3.860 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 3.83 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484190369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.005.005.006.006.00Q (cfs)Time (hrs)PR-1Hyd. No. 3 -- 10 YearHyd No. 3 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 4Overall Flows to PondHydrograph type = Reservoir Peak discharge = 3.237 cfsStorm frequency = 10 yrs Time to peak = 12.85 hrsTime interval = 3 min Hyd. volume = 33,946 cuftInflow hyd. No. = 3 - PR-1 Max. Elevation = 753.95 ftReservoir name = West Detention Pond Max. Storage = 7,108 cuftStorage Indication method used.200369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.005.005.006.006.00Q (cfs)Time (hrs)Overall Flows to PondHyd. No. 4 -- 10 YearHyd No. 4Hyd No. 3Total storage used = 7,108 cuft Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 6Existing Area (passthrough)Hydrograph type = SCS Runoff Peak discharge = 3.487 cfsStorm frequency = 10 yrs Time to peak = 12.35 hrsTime interval = 3 min Hyd. volume = 19,971 cuftDrainage area = 2.190 ac Curve number = 87Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 3.83 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484210369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.00Q (cfs)Time (hrs)Existing Area (passthrough)Hyd. No. 6 -- 10 YearHyd No. 6 Hydrograph Summary Report22Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum TotalHydrographNo. type flow interval Peak volume hyd(s) elevation strge used Description(origin) (cfs) (min) (min) (cuft) (ft) (cuft)1 SCS Runoff 1.398 2 716 2,970 ------ ------ ------ Pre-existing Conditions (Vestal Ditch)2 SCS Runoff 11.38 2 742 64,857 ------ ------ ------ Pre-Existing Conditions (Mitchner Ditc3 SCS Runoff 11.88 3 741 68,777 ------ ------ ------ PR-14 Reservoir 6.741 3 771 68,776 3 755.05 15,656 Overall Flows to Pond6 SCS Runoff 6.870 3 741 39,912 ------ ------ ------ Existing Area (passthrough)w200371 detention.gpw Return Period: 100 Year Wednesday, 02 / 24 / 2021Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 1Pre-existing Conditions (Vestal Ditch)Hydrograph type = SCS Runoff Peak discharge = 1.398 cfsStorm frequency = 100 yrs Time to peak = 11.93 hrsTime interval = 2 min Hyd. volume = 2,970 cuftDrainage area = 0.180 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 5.00 minTotal precip. = 6.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484230.02.04.06.08.010.012.014.016.018.020.0Q (cfs)0.000.001.001.002.002.00Q (cfs)Time (hrs)Pre-existing Conditions (Vestal Ditch)Hyd. No. 1 -- 100 YearHyd No. 1 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 2Pre-Existing Conditions (Mitchner DitchHydrograph type = SCS Runoff Peak discharge = 11.38 cfsStorm frequency = 100 yrs Time to peak = 12.37 hrsTime interval = 2 min Hyd. volume = 64,857 cuftDrainage area = 3.860 ac Curve number = 84Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 6.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 4842402468101214161820222426Q (cfs)0.000.002.002.004.004.006.006.008.008.0010.0010.0012.0012.00Q (cfs)Time (hrs)Pre-Existing Conditions (Mitchner DitchHyd. No. 2 -- 100 YearHyd No. 2 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 3PR-1Hydrograph type = SCS Runoff Peak discharge = 11.88 cfsStorm frequency = 100 yrs Time to peak = 12.35 hrsTime interval = 3 min Hyd. volume = 68,777 cuftDrainage area = 3.860 ac Curve number = 86Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 6.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484250369121518212427Q (cfs)0.000.002.002.004.004.006.006.008.008.0010.0010.0012.0012.00Q (cfs)Time (hrs)PR-1Hyd. No. 3 -- 100 YearHyd No. 3 Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 4Overall Flows to PondHydrograph type = Reservoir Peak discharge = 6.741 cfsStorm frequency = 100 yrs Time to peak = 12.85 hrsTime interval = 3 min Hyd. volume = 68,776 cuftInflow hyd. No. = 3 - PR-1 Max. Elevation = 755.05 ftReservoir name = West Detention Pond Max. Storage = 15,656 cuftStorage Indication method used.260369121518212427Q (cfs)0.000.002.002.004.004.006.006.008.008.0010.0010.0012.0012.00Q (cfs)Time (hrs)Overall Flows to PondHyd. No. 4 -- 100 YearHyd No. 4Hyd No. 3Total storage used = 15,656 cuft Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 02 / 24 / 2021Hyd. No. 6Existing Area (passthrough)Hydrograph type = SCS Runoff Peak discharge = 6.870 cfsStorm frequency = 100 yrs Time to peak = 12.35 hrsTime interval = 3 min Hyd. volume = 39,912 cuftDrainage area = 2.190 ac Curve number = 87Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 48.80 minTotal precip. = 6.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484270369121518212427Q (cfs)0.000.001.001.002.002.003.003.004.004.005.005.006.006.007.007.00Q (cfs)Time (hrs)Existing Area (passthrough)Hyd. No. 6 -- 100 YearHyd No. 6 APPENDIX G – Hydraflow Storm Sewer and Culvert Model Output