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HomeMy WebLinkAboutDrainage Report 07-08-19 ___________________________________________________ Hydrology and Hydraulic Study Of Badger Fields Drainage Improvement In Carmel, IN Prepared for: CTI Construction, LLC 1016 3rd Ave S.W. Suite #200 Carmel, IN 46032 Telephone: (317) 573-6281 July 8, 2019 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Executive Summary: The following report describes the findings of VS Engineering for the Badger Fields Drainage Improvement study. Based on the records from the City of Carmel, it appears that the layout for Badger Fields, also known as Carmel Dad’s Club, was created around 1978. The plans showed that a large portion of the Badger Fields site would drain to a wetland at the southern edge of the property and that a berm had been proposed just north of Carrington Woods, prior to its development, to retain stormwater runoff. However, this berm and its outlet pipe do not appear to have been built. The wetland collected stormwater runoff from not only Badger Fields, but also the adjacent properties of Carrington Woods, Timber Crest Bend, Clay Junior High School, and Northview Christian Church. The Carrington Woods subdivision, south of the wetland, appears to have been designed in 1987. At this time, a 15 inch or 18 inch pipe was installed as an outlet for the wetland. In 1991, the homeowners experienced damage to their properties and held a meeting with adjacent property owners to address the drainage problem. During this time period, an engineering firm was hired to develop a solution to the flooding issues they were facing from the wetland. The solution came in the form of a berm, similar to what was shown in the Badger Fields plans. However, no evidence was found that this berm was built. Around 1990, the Timber Crest Bend subdivision was built out southeast of the wetland and contributes a small portion of the overall runoff to the site. Clay Junior High School, to the west, had a detention pond as well, which also outlets to the wetland. This detention pond, referred to in this report as the School Pond, appears to have been originally built in the 1970s, and was expanded in 2003-2004 along with the school. A channel from the school’s baseball fields and track also discharges directly to the wetland. However, the northern part of this channel appears to have originally been designed as a dry basin that would drain north and would not contribute runoff to the wetland. Northview Christian Church, to the east of Badger Fields, appears to have been built in the late 1980s or early 1990s. Stormwater runoff from the parking areas drained to a channel. The channel runs southwest and then turns southeast towards a dry pond. The dry pond was built and outlets southeast away from the wetland, and is referred to in this report as the Church Pond. Over time, the development on the Church property expanded. Around 2014, an access road was added over the channel, along with a culvert, and a maintenance building followed thereafter. Prior to the maintenance building’s addition, the existing dry pond would have overtopped southwest towards the wetland in large storm events. However, after the culvert was installed, it appears that the majority of any overtopping would be directed southwest from the approach channel to the wetland. This study analyzed a set of options to alleviate the flooding issue found in the Carrington Woods Subdivision. Several options have been provided, but none attains the 100 year flood protection outlined in the Technical Standards Manual from Carmel. It is our opinion that Alternative 3 would be the most practical and beneficial at alleviating the flooding. Alternative 3 has a four pronged approach: (1) Regrade the Church’s approach channel to prevent overtopping. (2) Regrade the southwest edge of the Church’s dry pond to prevent overtopping. (3) Add a berm at the southern edge of the wetland to add storage. (4) Add a new outlet to the School’s pond to add storage. 2 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Scope of Services: 1. Research City documents for existing mapping, utility information, as-built drawings, permit records, aerials, right-of-way and lot base maps, information management system and other pertinent data. 2. Identify major utilities and their approximate location from utility maps. Check conflicts with any other proposed projects in the immediate area. 3. Review and compile collected data into a summary of existing conditions and accompanying mapping. 4. Prepare hydrologic model of contributing watershed using SCS model. Evaluate soil types, land uses, time of concentration, topographical watershed boundaries using topography generated from LiDAR data, and develop a series of hydrographs for multiple storm event recurrences (AEPs i.e. 2-YR, 10-YR, 100-YR, etc. ) and durations (i.e. 30-min, 1-hr, 2-hr, 24-hr, etc.) 5. Modeling of proposed alternatives will evaluate up to four conceptual design alternatives that will provide new storage, increased capacity of existing storm sewer along Carlington Circle, and reduced flooding experienced by adjacent property owners north of Carlington Circle. Alternatives will be evaluated to meet City stormwater criteria, or provide explanation of best available scenarios that may not be able to meet City criteria. 6. Mapping of proposed alternatives with accompanying narrative of pros and cons will be provided to Client for discussion. 7. Prepare an Engineer’s Estimate of Probable Construction Cost. 8. Complete draft of hydraulics study to Client. Furnish one electronic copy of the Final Study in PDF format to the Client for review and approval. After a review meeting with the Client, incorporate any necessary changes. 9. Finalize study and incorporate any comments or feedback from draft submittal. Prepare mapping of proposed alternatives to be included with study. Prepare a list of anticipated permits. 10. Provide QA/QC of final study prior to submitting to the Client. Furnish one electronic copy of the Final Study in PDF format to the Program Manager for review and approval. 3 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Introduction: The purpose of this study is to review historical drainage records received from the City of Carmel, assess the existing drainage patterns to the regional detention basin at the southern edge of the Badger Fields parcel, and to evaluate up to four conceptual alternatives to alleviate existing flooding issues in the Carrington Woods subdivision. The project location is shown Appendix I. Adjoining land conditions: North: Emerald Crest Subdivision South: Carrington Woods & Badger Fields Wetland East: Northview Christian Church West: Clay Junior High School Existing Soil Types: Symbol Name Hydrologic Soil Group Br Brookston Silty Clay B/D MmA Miami Silt Loam C MmB2 Miami Silt Loam C MmC2 Miami Silt Loam C MmD2 Miami Silt Loam C MoC3 Miami Clay Loam C OcA Ockley Silt Loam B Topographic Information: Topographic information was obtained from three sources: Indiana University’s Spatial Data Portal, historical records received from the City of Carmel, and a survey by Roger Ward Engineering Inc. IU’s GIS system provided LIDAR from 2012 for the purposes of delineating the watersheds. Note that the maintenance building at the church has since been added and is not reflected in the contour data shown in Appendix IV. A list of records received from the City of Carmel is listed in Appendix XIII and can be provided as needed. Existing Conditions Model: The existing conditions hydrologic and hydraulic model was created using HydroCAD version 10.00-12 software. The hydrologic calculations used the runoff methodology from Technical Release 55 (TR-55) from the NRCS. The TR-55 method requires soil data and land use to compute runoff. Soil data was obtained from the USDA Soil Survey. Land use was determined based off of google earth imagery. 4 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Times of concentration were derived using survey data onsite and 2012 LIDAR offsite. In several cases, it appears that stormwater runoff jumps watersheds which are denoted by red circles in Appendix IV. There are two cases of watershed jumps on the Church property. First, the Church Pond appears to overtop southwest prior to overtopping southeast over the primary outlet structure. Secondly, the channel approach to the maintenance building’s roadway culvert appears to overtop southwest as well. Both of these were verified during a site visit in June 2019. There is one case of this on the School property. It appears that the some of the old plans called for a berm of some sort just east of the track. No berm was found during the June 2019 site visit, as shown in photo 16 of Appendix XII. This berm would have created a dry detention basin, albeit too small to retain the 100 or 50 year runoff. There is a small outlet that runs north, as shown in photo 19 of Appendix XII. For the purposes of this study Offsite Basin 201 contributes wholly to the Badger Field Wetland. Hydrologic Data: Hydrologic input for this study was obtained from the City of Carmel Stormwater Technical Standards Manual. Per the manual, the SCS Type II rainfall distribution was used. According to the scope of services, critical duration series analysis was to be performed. However, upon further inspection, the manual only requires the 24 hour storm event to be modeled, which was deemed satisfactory for the purposes of this study given that the selected distribution generally results in higher peak discharges than others such as the Huff distribution. This study analyzed the rainfall events in Table 1. Table 1: Storm Events Analyzed Storm Rainfall Depth (inches) 10 year – 24 hour 3.83 50 year – 24 hour 5.52 100 year – 24 hour 6.46 5 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Contributing Drainage Areas: There are several properties contributing stormwater runoff to the wetland south of Badger Fields. The watershed delineations and HydroCAD diagrams in Appendix IV and V, respectively, illustrate where the stormwater runoff originates. Table 2 summarizes those findings. The percentages show that the major contributors are the School, the Church, and Badger Fields but that there are several other smaller contributors as well. Table 2: Contributing Drainage Areas Hydraulics Summary: Eight options were considered to alleviate flooding issues in the Carrington Woods subdivision, which are summarized in Table 3 and described in the following sections. The data in Table 3 compares the routed water surface elevations for the three different storm events across each of the options analyzed. These elevations can be compared to the existing conditions elevations listed at the top of Table 3. Parcel Acreage % of Total Acreage 100 Year Runoff (acre-ft)% of Total Runoff School Property 31.9 34.0%10.719 41.9% Badger Field Property 36.3 38.7%8.443 33.0% Carrington Woods Subdivision 3.7 3.9%1.037 4.1% E. Main Street Roadway 2.1 2.2%0.35 1.4% Church Property 16.6 17.7%3.907 15.3% 5501 E Main St 0.8 0.9%0.49 1.9% Timber Crest Subdivision 2.4 2.6%0.611 2.4% Totals = 93.8 25.557 6 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Table 3: Options Table 0 766.37 765.94 764.61 1 766.37 765.95 764.64 2 766.13 765.72 764.39 3 766.3 765.85 764.45 4 766.45 766.09 765.15 Backyard Elevation = 766.48 Backyard Elevation = 766.07 Backyard Elevation = 763.42 6 766.39 765.96 764.66 7 766.17 765.73 764.26 8 2.168 5 Not Modeled In-HouseOverdetain Stormwater Onsite Re-route North Dry Pond & Adjacent Basins to Regulated Drain Options Potential Runoff Volume Reduction (acre-ft) Badger Field Wetland 100 Year Elevation (ft) Badger Field Wetland 50 Year Elevation (ft) Badger Field Wetland 10 Year Elevation (ft) Existing Conditions Regrade School Property to Their Pond Regrade Church Property & Pond Description 2.521 Increase Capacity Through Carlington Circle Badger Fields Wetland Berm 1.669 Not Modeled - Not Recommended School Pond - New Outlet Add Berm into 201S Ditch 7 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Option 1 – Regrade School Property to School Pond This option would entail re-routing the existing ditch between Basins 201 and 100 to the School Pond. This would, in effect, take 13 acres of fields and track from Basin 201 and route it directly to the School Pond. However, the feasibility and benefit of this is questionable. First, the existing School Pond appears to be over capacity already. While this could be remedied by lowering the normal pool and adding a lower outlet, effectively converting this from a wet pond to a dry pond, there is still the issue of diverting the channel to the pond. The existing channel collects runoff not only from Basin 201 but also overflow from basins on Badger Field. The model takes the liberty of routing only Basin 201 to the School Pond in order to simplify the model. In doing so, the School pond overtops during the 100 year storm event, which is not recommended. However, this doesn’t reflect what is truly occurring at the School Pond. The runoff to the School Pond would actually be worse if runoff making its way to the channel from Badger Fields were included. There is also the issue of containing the 100 year event, which would require raising the embankment at the school pond and possibly running a berm northeast to combine the ditch and School Pond into one storage basin. Adding additional runoff to the School Pond from Badger Fields is not recommended at this time. In summary, this option was not pursued further. Option 2 – Regrade Church Property & Pond The existing dry pond on the church site, labeled as Church Pond in Appendix IV, appears to overtop to the southwest prior to overtopping southeast over the primary spillway. The southeast crest elevation is somewhere between 783 ft and 783.5 ft according to lidar. However, this should be field verified with survey data. If a berm were to be placed as shown in Appendix IX, to an elevation of 785, this would force any flow southeast over the primary spillway and out of the wetland’s watershed. The model indicated that the Church’s dry pond doesn’t overtop in a 100 year event because the channel leading to the culvert under the maintenance drive upstream overtops south-southwest first. However, if that channel didn’t overtop and all of the runoff from the 100 year event was handled by the culvert, then the model shows the Church Pond would overtop southwest onto the wetland site. So, raising the Church’s dry pond overflow elevation on the southwest edge of the pond is only a partial solution. Therefore, it would be recommended that the channels leading up to the maintenance drive’s culvert be enclosed similar to what is shown in Appendix IX. Note that this exhibit is a high level, conceptual layout and would need to be surveyed to create such a design. The layout was created assuming some of the existing pipe inverts and elevations because those were outside of the survey limits. An alternative to enclosing the system might be to add a berm on the Badger Field property or Church property to force any excess runoff through the culvert and over the maintenance drive but again, this is only based off of lidar topography. A survey should be conducted to verify the elevations of the channel, pipe inverts, roadway elevation, and pipe sizes. This should be conducted with the Church property owners prior to any design or construction efforts. This option has some benefit during the 10 year storm event and is recommended. Conceptually, the goal of this option would be to ensure that the developed portion of the Church property will not contribute runoff to the wetland in a significant manner. Other parts of the Church property, specifically 8 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Basin 204 would continue to contribute runoff to the wetland, albeit undeveloped as it would naturally, and Basin 209 would continue draining to the North Dry Pond. Option 3– Re-route North Dry Pond & Adjacent Basins to Regulated Drain The survey shows that an existing pipe network drains the North Dry Pond (on the Badger Fields site) south to the wetland. However, the plan sets from the 1970s don’t quite match what is out there today. It is difficult to tell, but originally, it appears as though the north dry pond was meant to drain west, offsite, into the school’s dry basin to the north and then to the Mitchner regulated drain, which drains northward. For the purposes of this study, it is assumed that the North Dry Pond on the Badger Field site drains to the wetland and overflow is diverted west to the school pond, which was verified during a site visit. Option 3 would re-route the north dry pond from Badger Fields into the school’s dry basin to the north, which may have been the original intent. This alone has little benefit to the Carrington Woods flooding issues, as shown in Table 3. This option would also require coordinating with the County Surveyor and City officials to discharge offsite to the school property and then to the regulated drain. The regulated drain may have release rate restrictions of its own. Therefore, this option was not pursued further. Option 4– Overdetain Stormwater Onsite TLF Engineers is currently investigating over-detaining stormwater onsite as part of a proposed site project on the Badger Fields property. Over-detaining simply means that the proposed stormwater release rates within their proposed project boundary would exceed the standards set by the City of Carmel. The alternatives presented in this study do not currently include that proposed site model. It is our understanding that TLF’s model is work-in-progress at this time. If need be, this can be incorporated into our study at a later date when TLF’s site design is completed. Option 5– Badger Field Wetland Berm The flooding issues in Carrington Woods can be alleviated, partially, by constructing a berm approximately 50 feet north of the houses. There did not appear to be any existing berms in that area, but the site was mostly inaccessible during the site visit due to standing water and thick vegetation. The berm would have an approximate crest elevation of 766 feet and a length of about 390 feet as shown in Appendix X. The height would be approximately 4 feet and have a 12” pipe to serve as the primary outlet to the wetland. Theoretically, the berm could be higher and retain more stormwater. However, at crest elevations of 767 feet and higher, the wetland would pond water onto the Church property. This berm is similar to what has been proposed in the past. The model shows that the existing wetland stages up to 766.37 feet during a 100 year storm event. That indicates that the proposed berm elevation would have to be higher than that to contain the 100 year event. Therefore, the effectiveness of the proposed berm is limited to storm events 10 year and more frequent, as shown in Table 3. Note that the elevations shown in the table for Option 5 are split between the routed wetland elevation and the Carrington Woods backyard water ponding elevation, for comparison. In summary, this option is recommended as it would provide some flooding relief to Carrington Woods, though it would not, by itself, contain the 100 year storm criteria set by the City. 9 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Option 6– Add Berm into 201S Ditch This option seeks to add storage within the channel that runs from north to south along the edge of Basin 201. A berm placed across the ditch would create a dry detention basin at the north end of the track. This appears to be the original intent of the 2003 plan set for the school, but no berm was observed during the site visit. The placement of a berm would, ideally, need to be upstream of the location where overflow from Badger Fields is added to the channel. This option was modeled, but was mostly ineffective because it only added 0.86 acre-ft of storage compared to the 3.74 acre-ft of runoff. Therefore, this option was not pursued further. Option 7– School Pond, New Outlet The existing School Pond apparently serves as an outdoor classroom. The pond itself is surrounded by walkway and a fence. According to the plan sets, there should be two 12” outlet pipes from that pond that outlet into the wetland. These outlets are a 2.2 feet above the bottom of the wet pond, based on lidar and the elevations from the plan set. Note that some of the plans show the outlets approximately 4 feet above the bottom of the pond. It is unknown how deep the pond is today, which could have silted in since it was built. Also, only one of these pipes was found during the June 2019 site visit. For the purposes of this study, both outlets are included in the modeling. One way to increase storage, and thereby decrease runoff to the wetland, is to add an 8” outlet at the pond’s bottom. By doing so, the pond gains 2.2 ft of storage and provides slight relief during the 10 year storm event as shown in Table 3. This option is recommended. However, by converting this from a wet pond to a dry pond, this may not be popular with the school if this is used as an outdoor classroom. But, there is room for compromise given the uncertainty of the pond’s current depth. Lowering the outfall to some degree, less than 2.2 feet, would still be beneficial. Option 8 – Increase Capacity through Carlington Circle One way to reduce flooding in the Carlington Woods neighborhood is to add a bigger outlet pipe for the wetland. The 2019 survey shows that the existing pipe is 15 inches in diameter. This could be increased to say, a 24 inch pipe, but this comes with its own challenges and will create additional problems. First, the top of the existing 15 inch pipe is at about the elevation of the nearby patios. A taller pipe would only mean that the water would have to stage up higher than where it does today for the 24 inch outlet to be fully utilized. The practicality of this is questionable. Secondly, by adding more flow, this effectively pushes the flooding problem downstream to someone else. The pipe downstream of the wetland outlet is under Timber Crest Drive and it is only a 15 inch pipe. Therefore, it is not recommended that more capacity be added to the wetland outlet without ensuring that the conveyance and/or ponds downstream are adequately sized to accommodate the additional runoff. For the purposes of this study, Option 8 was not analyzed further due to those concerns. 10 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Potential Solution Sets: Several of the options described in the previous section have been combined to form three different alternatives. The models for the alternatives are shown in Appendices VI through VIII, the layouts are shown in Appendices IX through XI, and summarized in Table 4. Option 3’s concept is shown in Appendix VIII rather than an exhibit. Each alternative includes Option 5, adding a berm to the wetland. As a result, any comparisons made between Existing Conditions and any of the alternatives should be made to the Backyard Elevations, because the wetland elevation will be different from the water surface in the backyards since there’s a berm. An opinion of probable costs is included in Appendix XIV. Table 4: Alternatives Permits: Below is a list of permits that may be required to construct any three of the alternatives: USACE 404/ IDEM 401 Permit – for constructing the berm in the wetland Rule 5 Permit – for disturbing 1 acre or more during construction Stormwater Permit from City of Carmel – for any drainage improvements Stormwater Permit from County Surveyor – for any discharge to the regulated drain (option 3) Summary: Several options have been provided for alleviating flooding issues within the Carrington Woods subdivision. However, none of the alternatives attains flood protection for the 100 year storm event outlined in the Technical Standards Manual from Carmel. Alternative 3 reduces flooding impacts in the Carrington Woods Subdivision by 1 foot or more during the 50 year storm (5.52 inches in 24 hours) and more frequent storm events. Of the three alternatives presented, it is our opinion that Alternative 3 would be the most practical and beneficial at reducing flooding and damage to residences in Carrington Woods. 766.23 766.04 764.88 Backyard Elevation = 766.23 Backyard Elevation = 765.68 Backyard Elevation = 763.21 766.15 766.02 764.61 Backyard Elevation = 766.15 Backyard Elevation = 764.47 Backyard Elevation = 763.11 766.07 766.01 764.39 Backyard Elevation = 766.05 Backyard Elevation =764.03 Backyard Elevation = 763.05 Cost Estimates $76,645.00 $141,930.00 Badger Field Wetland 100 Badger Field Wetland 50 Badger Field Wetland 10 1 Combine options 2 and 5 Alt. Description 3 Combine options 2, 5, and 7 0 Existing Conditions $86,295.00 764.61765.94766.37 2 Combine options 2, 3, and 5 11 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 Appendices: I. Location Map II. USDA Soil Report III. Carmel Rainfall Depths IV. Existing Conditions – Basin Maps V. Existing Conditions – HydroCAD VI. Alternative #1 – HydroCAD VII. Alternative #2 – HydroCAD VIII. Alternative #3 – HydroCAD IX. Option 2 Exhibits X. Option 5 Exhibits XI. Option 7 Exhibits XII. Photo Log XIII. Chronological List of Historical Documents Reviewed XIV. Cost Estimates 12 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX I Location Map 13 14 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX II USDA Soil Report 15 Hydrologic Soil Group—Hamilton County, Indiana (Badger Field Project) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2019 Page 1 of 444249004425000442510044252004425300442540044255004425600442570044258004424900442500044251004425200442530044254004425500442560044257004425800578000578100578200578300578400578500578600578700578800578900579000579100579200579300579400 578000 578100 578200 578300 578400 578500 578600 578700 578800 578900 579000 579100 579200 579300 579400 39° 58' 45'' N 86° 5' 15'' W39° 58' 45'' N86° 4' 12'' W39° 58' 13'' N 86° 5' 15'' W39° 58' 13'' N 86° 4' 12'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,800 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 16 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 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 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 (Badger Field Project) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2019 Page 2 of 417 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 6.1 5.1% MmA Miami silt loam, 0 to 2 percent slopes C 0.1 0.1% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded C 57.1 47.2% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded C 15.3 12.6% MmD2 Miami silt loam, 12 to 18 percent slopes, eroded C 11.8 9.7% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded C 5.6 4.7% OcA Ockley silt loam, 0 to 2 percent slopes B 24.9 20.6% Totals for Area of Interest 120.8 100.0% Hydrologic Soil Group—Hamilton County, Indiana Badger Field Project Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2019 Page 3 of 4 18 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 Badger Field Project Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2019 Page 4 of 4 19 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX III Carmel Rainfall Depths 20 Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 21 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX IV Existing Conditions - Basin Maps 22 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateBadger Fields Drainage Study19-41027.3.20191Existing Conditions Basin MapVS ENGRNoneCarmel, IN23 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateBadger Fields Drainage Study19-41027.3.20192Existing Conditions Basin MapVS ENGRNoneCarmel, IN24 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX V Existing Conditions - HydroCAD 25 E MAIN STREET 126TH STREET 100 Onsite Basin 100 101 Onsite Basin 101 102 Onsite Basin 102 103 Onsite Basin 103 104 Onsite Basin 104 105 Onsite Basin 105 106 Onsite Basin 106 107 Onsite Basin 107 200 Offsite Basin 200 201S Offsite Basin 201 202 Offsite Basin 202 203 Offsite Basin 203 204 Offsite Basin 204 205 Offsite Basin 205 206 Offsite Basin 206 207 Offsite Basin 207 208 Offsite Basin 208 209 Offsite Basin 209 210 Offsite Basin 210 O1 Overflow 1 Outlet 1 Carrington Woods Outlet Outlet 2 Church Outlet Outlet 3 Mitchner Regulated Drain 1P Badger Field Wetland 2P School Pond 3P Church Pond 4P North Dry Pond S1CB Storm Sewer S2CB Storm Sewer S3CB Storm Sewer S3.1 CB Casting S4CB Storm Sewer S4.1 CB Casting S5CB Storm Sewer S5.1 CB Casting S6CB Maintenance Building Culvert Routing Diagram for Existing Conditions Prepared by VS Engineering, Printed 7/3/2019 HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 26 Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 68 1 acre lots, 20% imp, HSG B (209) 0.600 79 1 acre lots, 20% imp, HSG C (209) 0.500 70 1/2 acre lots, 25% imp, HSG B (202, 203) 1.800 80 1/2 acre lots, 25% imp, HSG C (202, 203) 14.300 61 >75% Grass cover, Good, HSG B (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 41.900 74 >75% Grass cover, Good, HSG C (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 10.600 98 Impervious (102, 104, 107, 206, 207, 209, 210) 2.800 98 Impervious Area (201S, 205) 3.300 98 Paved parking, HSG B (100, 200) 9.200 98 Paved parking, HSG C (100, 200) 1.100 98 Pond (200) 4.300 55 Woods, Good, HSG B (100, 201S, 202, 203, 204, 208) 12.100 70 Woods, Good, HSG C (100, 201S, 202, 203, 204, 208) 102.700 77 TOTAL AREA 27 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>1.33"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=26.16 cfs 2.209 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=1.83 cfs 0.138 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>1.40"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=4.27 cfs 0.338 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>1.21"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=1.60 cfs 0.141 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>1.46"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=6.97 cfs 0.524 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=0.77 cfs 0.053 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=2.61 cfs 0.180 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>1.67"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=8.00 cfs 0.667 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>2.47"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=48.22 cfs 3.887 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>1.40"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=18.01 cfs 1.513 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>1.34"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=6.84 cfs 0.412 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>1.15"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=2.64 cfs 0.230 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>1.09"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=4.80 cfs 0.382 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>1.54"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=19.32 cfs 0.999 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>1.53"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=4.02 cfs 0.243 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>3.05"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=37.18 cfs 2.134 af 28 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>0.93"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=0.65 cfs 0.046 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>1.67"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=7.21 cfs 0.405 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>2.38"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=6.21 cfs 0.417 af Total Runoff Area = 102.700 ac Runoff Volume = 14.916 af Average Runoff Depth = 1.74" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 29 Type II 24-hr 50 Year - 24 hr Rainfall=5.52"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>2.59"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=52.73 cfs 4.292 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>2.50"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=3.74 cfs 0.271 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>2.68"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=8.42 cfs 0.647 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>2.41"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=3.35 cfs 0.281 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>2.77"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=13.49 cfs 0.993 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=1.57 cfs 0.104 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=5.32 cfs 0.355 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.04"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=14.79 cfs 1.218 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.04"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=77.76 cfs 6.362 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>2.68"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=35.62 cfs 2.901 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>2.60"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=13.55 cfs 0.801 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>2.33"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=5.66 cfs 0.465 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.24"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=10.52 cfs 0.786 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>2.87"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=36.12 cfs 1.866 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>2.87"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=7.58 cfs 0.454 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>4.70"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=55.80 cfs 3.290 af 30 Type II 24-hr 50 Year - 24 hr Rainfall=5.52"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.00"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=1.52 cfs 0.100 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.05"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=13.13 cfs 0.738 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>3.94"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=10.09 cfs 0.690 af Total Runoff Area = 102.700 ac Runoff Volume = 26.615 af Average Runoff Depth = 3.11" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 31 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>3.35"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=68.66 cfs 5.560 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=4.90 cfs 0.353 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>3.45"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=10.89 cfs 0.835 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>3.15"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=4.42 cfs 0.368 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>3.56"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=17.35 cfs 1.275 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=2.05 cfs 0.136 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=6.95 cfs 0.462 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.86"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=18.75 cfs 1.544 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.93"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=94.20 cfs 7.772 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>3.45"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=46.10 cfs 3.740 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>3.36"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=17.55 cfs 1.037 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>3.06"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=7.51 cfs 0.611 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.96"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=14.02 cfs 1.037 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>3.67"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=45.93 cfs 2.385 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>3.67"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=9.66 cfs 0.580 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>5.63"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=66.07 cfs 3.939 af 32 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.68"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=2.06 cfs 0.134 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.87"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=16.56 cfs 0.936 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>4.83"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=12.26 cfs 0.845 af Total Runoff Area = 102.700 ac Runoff Volume = 33.548 af Average Runoff Depth = 3.92" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 33 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Onsite Basin 100 Runoff = 68.66 cfs @ 12.16 hrs, Volume= 5.560 af, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.400 61 >75% Grass cover, Good, HSG B 6.700 74 >75% Grass cover, Good, HSG C 0.700 98 Paved parking, HSG B 1.900 98 Paved parking, HSG C 2.100 55 Woods, Good, HSG B 6.100 70 Woods, Good, HSG C 19.900 72 Weighted Average 17.300 86.93% Pervious Area 2.600 13.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.1 350 0.0140 1.90 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 640 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 23.0 1,090 Total Summary for Subcatchment 101: Onsite Basin 101 Runoff = 4.90 cfs @ 12.12 hrs, Volume= 0.353 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.300 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.300 71 Weighted Average 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.6 490 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 550 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 18.8 1,140 Total 34 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 102: Onsite Basin 102 Runoff = 10.89 cfs @ 12.14 hrs, Volume= 0.835 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.600 61 >75% Grass cover, Good, HSG B 2.100 74 >75% Grass cover, Good, HSG C * 0.200 98 Impervious 2.900 73 Weighted Average 2.700 93.10% Pervious Area 0.200 6.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.8 660 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.0 760 Total Summary for Subcatchment 103: Onsite Basin 103 Runoff = 4.42 cfs @ 12.18 hrs, Volume= 0.368 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.400 70 Weighted Average 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.8 680 0.0060 1.16 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 24.0 780 Total 35 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 104: Onsite Basin 104 Runoff = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 4.300 74 Weighted Average 3.800 88.37% Pervious Area 0.500 11.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.7 190 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.6 320 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.5 610 Total Summary for Subcatchment 105: Onsite Basin 105 Runoff = 2.05 cfs @ 12.08 hrs, Volume= 0.136 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 61 >75% Grass cover, Good, HSG B 0.400 74 >75% Grass cover, Good, HSG C 0.500 71 Weighted Average 0.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 230 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.1 330 Total 36 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 106: Onsite Basin 106 Runoff = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.300 74 >75% Grass cover, Good, HSG C 1.700 71 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 260 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.2 360 Total Summary for Subcatchment 107: Onsite Basin 107 Runoff = 18.75 cfs @ 12.17 hrs, Volume= 1.544 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.900 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 1.100 98 Impervious 4.800 77 Weighted Average 3.700 77.08% Pervious Area 1.100 22.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 5.0 550 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 23.7 650 Total 37 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 200: Offsite Basin 200 Runoff = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af, Depth> 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.100 61 >75% Grass cover, Good, HSG B 5.800 74 >75% Grass cover, Good, HSG C 2.600 98 Paved parking, HSG B 7.300 98 Paved parking, HSG C * 1.100 98 Pond 18.900 87 Weighted Average 7.900 41.80% Pervious Area 11.000 58.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.9 380 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.6 600 0.0180 2.16 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 22.7 1,080 Total Summary for Subcatchment 201S: Offsite Basin 201 Runoff = 46.10 cfs @ 12.16 hrs, Volume= 3.740 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.500 61 >75% Grass cover, Good, HSG B 7.500 74 >75% Grass cover, Good, HSG C * 1.500 98 Impervious Area 0.400 55 Woods, Good, HSG B 1.100 70 Woods, Good, HSG C 13.000 73 Weighted Average 11.500 88.46% Pervious Area 1.500 11.54% Impervious Area 38 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.4 810 0.0170 2.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 930 0.0110 6.26 625.96 Channel Flow, Area= 100.0 sf Perim= 60.0' r= 1.67' n= 0.035 23.1 1,840 Total Summary for Subcatchment 202: Offsite Basin 202 Runoff = 17.55 cfs @ 12.05 hrs, Volume= 1.037 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 70 1/2 acre lots, 25% imp, HSG B 1.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 3.700 72 Weighted Average 3.250 87.84% Pervious Area 0.450 12.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0600 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 5.0 260 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 330 Total Summary for Subcatchment 203: Offsite Basin 203 Runoff = 7.51 cfs @ 12.16 hrs, Volume= 0.611 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 70 1/2 acre lots, 25% imp, HSG B 0.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 2.400 69 Weighted Average 2.275 94.79% Pervious Area 0.125 5.21% Impervious Area 39 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 3.0 500 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 23.0 600 Total Summary for Subcatchment 204: Offsite Basin 204 Runoff = 14.02 cfs @ 12.13 hrs, Volume= 1.037 af, Depth> 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 1.400 74 >75% Grass cover, Good, HSG C 0.600 55 Woods, Good, HSG B 1.700 70 Woods, Good, HSG C 4.200 68 Weighted Average 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 7.7 460 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 560 Total Summary for Subcatchment 205: Offsite Basin 205 Runoff = 45.93 cfs @ 12.00 hrs, Volume= 2.385 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.700 61 >75% Grass cover, Good, HSG B 4.800 74 >75% Grass cover, Good, HSG C * 1.300 98 Impervious Area 7.800 75 Weighted Average 6.500 83.33% Pervious Area 1.300 16.67% Impervious Area 40 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 100 0.0500 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.66" 1.4 360 0.0800 4.24 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.8 460 Total Summary for Subcatchment 206: Offsite Basin 206 Runoff = 9.66 cfs @ 12.05 hrs, Volume= 0.580 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.300 98 Impervious 1.900 75 Weighted Average 1.600 84.21% Pervious Area 0.300 15.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.3 260 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 13.0 360 Total Summary for Subcatchment 207: Offsite Basin 207 Runoff = 66.07 cfs @ 12.01 hrs, Volume= 3.939 af, Depth> 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 6.800 98 Impervious 8.400 93 Weighted Average 1.600 19.05% Pervious Area 6.800 80.95% Impervious Area 41 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.66" 0.3 136 0.0276 7.54 5.92 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 129 0.0233 6.92 5.44 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 1.5 440 0.0200 4.96 59.48 Channel Flow, Area= 12.0 sf Perim= 16.0' r= 0.75' n= 0.035 2.3 391 0.0030 2.88 3.54 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 3.2 360 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.9 1,556 Total Summary for Subcatchment 208: Offsite Basin 208 Runoff = 2.06 cfs @ 12.08 hrs, Volume= 0.134 af, Depth> 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 55 Woods, Good, HSG B 0.400 70 Woods, Good, HSG C 0.600 65 Weighted Average 0.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 80 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 290 Total Summary for Subcatchment 209: Offsite Basin 209 Runoff = 16.56 cfs @ 12.03 hrs, Volume= 0.936 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" 42 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 10HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 0.200 68 1 acre lots, 20% imp, HSG B 0.600 79 1 acre lots, 20% imp, HSG C 2.900 77 Weighted Average 2.240 77.24% Pervious Area 0.660 22.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 340 0.0350 2.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 440 Total Summary for Subcatchment 210: Offsite Basin 210 Runoff = 12.26 cfs @ 12.08 hrs, Volume= 0.845 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 61 >75% Grass cover, Good, HSG B 0.700 74 >75% Grass cover, Good, HSG C * 1.200 98 Impervious 2.100 86 Weighted Average 0.900 42.86% Pervious Area 1.200 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.5 1,050 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.4 1,150 Total 43 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Badger Field Wetland Inflow Area = 83.500 ac, 23.16% Impervious, Inflow Depth > 3.62" for 100 Year - 24hr event Inflow = 285.57 cfs @ 12.13 hrs, Volume= 25.208 af Outflow = 23.18 cfs @ 13.74 hrs, Volume= 15.472 af, Atten= 92%, Lag= 96.3 min Primary = 9.88 cfs @ 13.74 hrs, Volume= 9.677 af Secondary = 13.30 cfs @ 13.74 hrs, Volume= 5.795 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.70' Surf.Area= 0.458 ac Storage= 0.230 af Peak Elev= 766.37' @ 13.74 hrs Surf.Area= 6.160 ac Storage= 14.167 af (13.938 af above start) Flood Elev= 766.00' Surf.Area= 5.390 ac Storage= 12.015 af (11.786 af above start) Plug-Flow detention time= 300.0 min calculated for 15.236 af (60% of inflow) Center-of-Mass det. time= 179.1 min ( 1,023.1 - 844.1 ) Volume Invert Avail.Storage Storage Description #1 760.00' 18.465 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 760.00 0.000 0.0 0.000 0.000 0.000 761.00 0.120 300.0 0.040 0.040 0.164 762.00 0.670 680.0 0.358 0.398 0.845 763.00 1.920 1,270.0 1.241 1.639 2.947 764.00 2.840 1,540.0 2.365 4.004 4.333 765.00 3.930 2,280.0 3.370 7.375 9.497 766.00 5.390 2,660.0 4.641 12.015 12.927 767.00 7.570 2,580.0 6.449 18.465 13.695 Device Routing Invert Outlet Devices #1 Primary 761.70'15.0" Round Culvert L= 125.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.70' / 760.98' S= 0.0058 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 765.31'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 0.10 17.00 21.00 29.00 29.10 Elev. (feet) 770.00 768.00 767.42 766.00 765.31 770.00 Primary OutFlow Max=9.88 cfs @ 13.74 hrs HW=766.37' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 9.88 cfs @ 8.05 fps) Secondary OutFlow Max=13.30 cfs @ 13.74 hrs HW=766.37' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 13.30 cfs @ 1.49 fps) 44 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: School Pond Inflow Area = 18.900 ac, 58.20% Impervious, Inflow Depth > 4.93" for 100 Year - 24hr event Inflow = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af Outflow = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af, Atten= 3%, Lag= 2.6 min Primary = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 774.21' Surf.Area= 53,046 sf Storage= 96,821 cf Peak Elev= 775.48' @ 12.19 hrs Surf.Area= 63,327 sf Storage= 170,771 cf (73,950 cf above start) Flood Elev= 775.00' Surf.Area= 59,282 sf Storage= 141,168 cf (44,347 cf above start) Plug-Flow detention time= 220.6 min calculated for 4.756 af (61% of inflow) Center-of-Mass det. time= 55.4 min ( 856.6 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 772.00' 204,664 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 772.00 31,564 1,240.0 0 0 31,564 773.00 44,572 1,290.0 37,881 37,881 41,710 774.00 51,447 1,340.0 47,968 85,850 52,256 775.00 59,282 1,380.0 55,318 141,168 61,021 776.00 67,806 1,400.0 63,496 204,664 65,658 Device Routing Invert Outlet Devices #1 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #2 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #3 Primary 775.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 70.00 155.00 255.00 310.00 400.00 475.00 Elev. (feet) 777.50 775.10 775.20 775.60 775.60 775.00 777.50 Primary OutFlow Max=91.40 cfs @ 12.19 hrs HW=775.48' TW=765.08' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 2=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 3=Asymmetrical Weir (Weir Controls 86.75 cfs @ 0.88 fps) Summary for Pond 3P: Church Pond Inflow Area = 18.100 ac, 46.41% Impervious, Inflow Depth > 2.91" for 100 Year - 24hr event Inflow = 53.68 cfs @ 12.00 hrs, Volume= 4.383 af Outflow = 7.44 cfs @ 12.46 hrs, Volume= 4.381 af, Atten= 86%, Lag= 27.2 min Primary = 7.44 cfs @ 12.46 hrs, Volume= 4.381 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 45 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 781.67' @ 12.46 hrs Surf.Area= 1.231 ac Storage= 1.077 af Flood Elev= 782.60' Surf.Area= 1.867 ac Storage= 2.528 af Plug-Flow detention time= 39.1 min calculated for 4.379 af (100% of inflow) Center-of-Mass det. time= 38.8 min ( 866.7 - 828.0 ) Volume Invert Avail.Storage Storage Description #1 778.50' 5.775 af Stage Storage Areas (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.50 0.000 0.0 0.000 0.000 0.000 780.00 0.070 285.0 0.035 0.035 0.148 781.00 0.800 937.0 0.369 0.404 1.604 782.00 1.480 1,149.0 1.123 1.527 2.412 783.00 2.150 1,442.0 1.805 3.331 3.800 784.00 2.750 1,564.0 2.444 5.775 4.470 Device Routing Invert Outlet Devices #1 Primary 778.50'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 778.50' / 777.10' S= 0.0187 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 782.50'140.0' long x 60.0' 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=7.44 cfs @ 12.46 hrs HW=781.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.44 cfs @ 6.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=778.50' TW=761.70' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: North Dry Pond Inflow Area = 9.800 ac, 30.20% Impervious, Inflow Depth > 4.07" for 100 Year - 24hr event Inflow = 42.90 cfs @ 12.07 hrs, Volume= 3.326 af Outflow = 20.00 cfs @ 12.33 hrs, Volume= 3.117 af, Atten= 53%, Lag= 15.6 min Primary = 4.45 cfs @ 12.35 hrs, Volume= 2.523 af Secondary = 15.55 cfs @ 12.33 hrs, Volume= 0.595 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 781.45' @ 12.33 hrs Surf.Area= 0.825 ac Storage= 1.274 af Flood Elev= 781.00' Surf.Area= 0.680 ac Storage= 0.935 af Plug-Flow detention time= 114.0 min calculated for 3.116 af (94% of inflow) Center-of-Mass det. time= 80.0 min ( 898.1 - 818.0 ) 46 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 778.00' 1.779 af North Dry Pond - from survey surface (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.00 0.050 382.0 0.000 0.000 0.050 779.00 0.190 729.0 0.112 0.112 0.754 780.00 0.400 1,048.0 0.289 0.401 1.790 781.00 0.680 1,272.0 0.534 0.935 2.740 782.00 1.020 1,309.0 0.844 1.779 2.917 Device Routing Invert Outlet Devices #1 Primary 775.90'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 775.90' / 774.78' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 779.32'24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads #3 Secondary 781.08'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 16.00 51.00 92.00 Elev. (feet) 782.00 781.33 781.08 782.00 Primary OutFlow Max=4.45 cfs @ 12.35 hrs HW=781.45' TW=777.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.45 cfs @ 5.67 fps) 2=Top of Riser (Passes 4.45 cfs of 22.08 cfs potential flow) Secondary OutFlow Max=15.54 cfs @ 12.33 hrs HW=781.45' TW=0.00' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 15.54 cfs @ 0.80 fps) Summary for Pond S1: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 768.62' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 766.30'24.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 766.30' / 765.18' S= 0.0076 '/' Cc= 0.900 n= 0.025, Flow Area= 3.14 sf Primary OutFlow Max=11.35 cfs @ 12.04 hrs HW=768.62' TW=764.11' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.35 cfs @ 3.91 fps) 47 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S2: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 775.74' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 769.64'18.0" Round Culvert L= 550.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 769.64' / 766.40' S= 0.0059 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=11.31 cfs @ 12.04 hrs HW=775.72' TW=768.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.31 cfs @ 6.40 fps) Summary for Pond S3: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 2.01" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Secondary = 3.98 cfs @ 12.15 hrs, Volume= 0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 783.17' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 770.07'15.0" Round Culvert L= 200.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 770.07' / 769.64' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 4.00 24.00 50.00 Elev. (feet) 784.00 783.00 783.00 784.00 Primary OutFlow Max=11.06 cfs @ 12.04 hrs HW=782.99' TW=775.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.06 cfs @ 9.01 fps) Secondary OutFlow Max=3.98 cfs @ 12.15 hrs HW=783.17' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 3.98 cfs @ 0.94 fps) 48 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S3.1: Casting Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.36" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af, Atten= 0%, Lag= 0.0 min Primary = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 784.18' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 779.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=15.23 cfs @ 12.15 hrs HW=784.18' TW=783.17' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 15.23 cfs @ 4.85 fps) Summary for Pond S4: Storm Sewer Inflow Area = 15.800 ac, 21.90% Impervious, Inflow Depth > 2.06" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af, Atten= 0%, Lag= 0.0 min Primary = 4.78 cfs @ 11.74 hrs, Volume= 2.168 af Secondary = 17.35 cfs @ 12.12 hrs, Volume= 0.543 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 780.30' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 773.38'12.0" Round Culvert L= 425.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 773.38' / 770.75' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 780.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 25.00 60.00 84.00 Elev. (feet) 781.00 780.00 780.00 781.00 Primary OutFlow Max=4.30 cfs @ 11.74 hrs HW=780.05' TW=773.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.30 cfs @ 5.47 fps) Secondary OutFlow Max=17.35 cfs @ 12.12 hrs HW=780.30' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 17.35 cfs @ 1.17 fps) Summary for Pond S4.1: Casting Inflow Area = 4.300 ac, 11.63% Impervious, Inflow Depth > 3.56" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Atten= 0%, Lag= 0.0 min Primary = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 49 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 781.61' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 777.08'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.34 cfs @ 12.12 hrs HW=781.61' TW=780.30' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 17.34 cfs @ 5.52 fps) Summary for Pond S5: Storm Sewer Inflow Area = 11.500 ac, 25.74% Impervious, Inflow Depth > 3.11" for 100 Year - 24hr event Inflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af Outflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 13.15 hrs, Volume= 1.437 af Secondary = 11.03 cfs @ 12.09 hrs, Volume= 1.548 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.66' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 774.71'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 774.71' / 773.38' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 777.39'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 40.00 160.00 216.00 Height (feet) 1.61 0.50 0.00 1.61 Primary OutFlow Max=0.00 cfs @ 13.15 hrs HW=777.49' TW=780.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=11.03 cfs @ 12.09 hrs HW=777.66' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 11.03 cfs @ 0.54 fps) Summary for Pond S5.1: Casting Inflow Area = 1.700 ac, 0.00% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Outflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Primary = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.87' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 776.54'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.93 cfs @ 12.08 hrs HW=777.87' TW=777.66' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 6.93 cfs @ 2.21 fps) 50 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S6: Maintenance Building Culvert Inflow Area = 10.300 ac, 68.93% Impervious, Inflow Depth > 5.26" for 100 Year - 24hr event Inflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Outflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af, Atten= 0%, Lag= 0.0 min Primary = 7.77 cfs @ 12.01 hrs, Volume= 1.998 af Secondary = 67.38 cfs @ 12.01 hrs, Volume= 2.521 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 788.39' @ 12.01 hrs Flood Elev= 788.00' Device Routing Invert Outlet Devices #1 Primary 787.00'24.0" Round Estimated diameter and pipe length from site plans L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 787.00' / 786.50' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Secondary 787.50'30.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.77 cfs @ 12.01 hrs HW=788.39' TW=781.28' (Dynamic Tailwater) 1=Estimated diameter and pipe length from site plans (Barrel Controls 7.77 cfs @ 4.70 fps) Secondary OutFlow Max=67.31 cfs @ 12.01 hrs HW=788.39' TW=763.94' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 67.31 cfs @ 2.53 fps) 51 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=764.66' Storage=6.094 af Inflow=91.74 cfs 11.092 afPond 1P: Badger Field Wetland Primary=7.56 cfs 7.145 af Secondary=0.00 cfs 0.000 af Outflow=7.56 cfs 7.145 af Peak Elev=775.32' Storage=160,579 cf Inflow=48.22 cfs 3.887 afPond 2P: School Pond Outflow=32.70 cfs 3.276 af Peak Elev=780.94' Storage=0.360 af Inflow=24.43 cfs 2.267 afPond 3P: Church Pond Primary=6.29 cfs 2.266 af Secondary=0.00 cfs 0.000 af Outflow=6.29 cfs 2.266 af Peak Elev=780.48' Storage=0.623 af Inflow=19.24 cfs 1.489 afPond 4P: North Dry Pond Primary=3.95 cfs 1.290 af Secondary=0.00 cfs 0.000 af Outflow=3.95 cfs 1.290 af Peak Elev=768.17' Inflow=8.78 cfs 1.825 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=8.78 cfs 1.825 af Peak Elev=772.44' Inflow=8.78 cfs 1.825 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=8.78 cfs 1.825 af Peak Elev=777.00' Inflow=8.78 cfs 1.825 afPond S3: Storm Sewer Primary=8.78 cfs 1.825 af Secondary=0.00 cfs 0.000 af Outflow=8.78 cfs 1.825 af Peak Elev=780.33' Inflow=5.83 cfs 0.479 afPond S3.1: Casting Outflow=5.83 cfs 0.479 af Peak Elev=780.12' Inflow=6.97 cfs 1.423 afPond S4: Storm Sewer Primary=4.78 cfs 1.347 af Secondary=3.98 cfs 0.076 af Outflow=6.97 cfs 1.423 af Peak Elev=780.33' Inflow=6.97 cfs 0.524 afPond S4.1: Casting Outflow=6.97 cfs 0.524 af Peak Elev=777.60' Inflow=6.08 cfs 1.470 afPond S5: Storm Sewer Primary=3.99 cfs 0.898 af Secondary=6.08 cfs 0.572 af Outflow=6.08 cfs 1.470 af Peak Elev=777.63' Inflow=2.61 cfs 0.180 afPond S5.1: Casting Outflow=2.61 cfs 0.180 af Peak Elev=788.08' Inflow=40.88 cfs 2.377 afPond S6: Maintenance Building Culvert Primary=5.12 cfs 1.269 af Secondary=35.76 cfs 1.108 af Outflow=40.88 cfs 2.377 af 52 Type II 24-hr 50 Year - 24 hr Rainfall=5.52"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=765.95' Storage=11.755 af Inflow=219.65 cfs 19.968 afPond 1P: Badger Field Wetland Primary=9.37 cfs 9.169 af Secondary=3.98 cfs 1.873 af Outflow=13.35 cfs 11.043 af Peak Elev=775.44' Storage=168,222 cf Inflow=77.76 cfs 6.362 afPond 2P: School Pond Outflow=73.71 cfs 5.629 af Peak Elev=781.42' Storage=0.798 af Inflow=42.94 cfs 3.626 afPond 3P: Church Pond Primary=7.07 cfs 3.625 af Secondary=0.00 cfs 0.000 af Outflow=7.07 cfs 3.625 af Peak Elev=781.31' Storage=1.163 af Inflow=34.25 cfs 2.646 afPond 4P: North Dry Pond Primary=4.40 cfs 2.236 af Secondary=5.01 cfs 0.205 af Outflow=9.39 cfs 2.440 af Peak Elev=768.61' Inflow=11.31 cfs 2.837 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.31 cfs 2.837 af Peak Elev=775.66' Inflow=11.31 cfs 2.837 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.31 cfs 2.837 af Peak Elev=783.04' Inflow=11.71 cfs 2.839 afPond S3: Storm Sewer Primary=11.31 cfs 2.837 af Secondary=0.51 cfs 0.002 af Outflow=11.71 cfs 2.839 af Peak Elev=783.64' Inflow=11.71 cfs 0.929 afPond S3.1: Casting Outflow=11.71 cfs 0.929 af Peak Elev=780.26' Inflow=13.49 cfs 2.276 afPond S4: Storm Sewer Primary=4.78 cfs 1.911 af Secondary=13.49 cfs 0.365 af Outflow=13.49 cfs 2.276 af Peak Elev=781.05' Inflow=13.49 cfs 0.993 afPond S4.1: Casting Outflow=13.49 cfs 0.993 af Peak Elev=777.64' Inflow=9.24 cfs 2.591 afPond S5: Storm Sewer Primary=4.01 cfs 1.283 af Secondary=9.24 cfs 1.308 af Outflow=9.24 cfs 2.591 af Peak Elev=777.77' Inflow=5.32 cfs 0.355 afPond S5.1: Casting Outflow=5.32 cfs 0.355 af Peak Elev=788.28' Inflow=62.89 cfs 3.744 afPond S6: Maintenance Building Culvert Primary=6.84 cfs 1.760 af Secondary=56.05 cfs 1.984 af Outflow=62.89 cfs 3.744 af 53 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Existing Conditions Printed 7/5/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.37' Storage=14.167 af Inflow=285.57 cfs 25.208 afPond 1P: Badger Field Wetland Primary=9.88 cfs 9.677 af Secondary=13.30 cfs 5.795 af Outflow=23.18 cfs 15.472 af Peak Elev=775.48' Storage=170,771 cf Inflow=94.20 cfs 7.772 afPond 2P: School Pond Outflow=91.41 cfs 6.979 af Peak Elev=781.67' Storage=1.077 af Inflow=53.68 cfs 4.383 afPond 3P: Church Pond Primary=7.44 cfs 4.381 af Secondary=0.00 cfs 0.000 af Outflow=7.44 cfs 4.381 af Peak Elev=781.45' Storage=1.274 af Inflow=42.90 cfs 3.326 afPond 4P: North Dry Pond Primary=4.45 cfs 2.523 af Secondary=15.55 cfs 0.595 af Outflow=20.00 cfs 3.117 af Peak Elev=768.62' Inflow=11.36 cfs 3.318 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.36 cfs 3.318 af Peak Elev=775.74' Inflow=11.36 cfs 3.318 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.36 cfs 3.318 af Peak Elev=783.17' Inflow=15.24 cfs 3.371 afPond S3: Storm Sewer Primary=11.36 cfs 3.318 af Secondary=3.98 cfs 0.053 af Outflow=15.24 cfs 3.371 af Peak Elev=784.18' Inflow=15.24 cfs 1.203 afPond S3.1: Casting Outflow=15.24 cfs 1.203 af Peak Elev=780.30' Inflow=17.35 cfs 2.711 afPond S4: Storm Sewer Primary=4.78 cfs 2.168 af Secondary=17.35 cfs 0.543 af Outflow=17.35 cfs 2.711 af Peak Elev=781.61' Inflow=17.35 cfs 1.275 afPond S4.1: Casting Outflow=17.35 cfs 1.275 af Peak Elev=777.66' Inflow=11.03 cfs 2.984 afPond S5: Storm Sewer Primary=4.01 cfs 1.437 af Secondary=11.03 cfs 1.548 af Outflow=11.03 cfs 2.984 af Peak Elev=777.87' Inflow=6.95 cfs 0.462 afPond S5.1: Casting Outflow=6.95 cfs 0.462 af Peak Elev=788.39' Inflow=75.15 cfs 4.519 afPond S6: Maintenance Building Culvert Primary=7.77 cfs 1.998 af Secondary=67.38 cfs 2.521 af Outflow=75.15 cfs 4.519 af 54 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX VI Alternative #1 - HydroCAD 55 E MAIN STREET 126TH STREET 100 Onsite Basin 100 101 Onsite Basin 101 102 Onsite Basin 102 103 Onsite Basin 103 104 Onsite Basin 104 105 Onsite Basin 105 106 Onsite Basin 106 107 Onsite Basin 107 200 Offsite Basin 200 201S Offsite Basin 201 202 Offsite Basin 202 203 Offsite Basin 203 204 Offsite Basin 204 205 Offsite Basin 205 206 Offsite Basin 206 207 Offsite Basin 207 208 Offsite Basin 208 209 Offsite Basin 209 210 Offsite Basin 210 O1 Overflow 1 Outlet 1 Carrington Woods Outlet Outlet 2 Church Outlet Outlet 3 Mitchner Regulated Drain 1P Badger Field Wetland 2P School Pond 3P Church Pond 4P North Dry Pond S1CB Storm Sewer S2CB Storm Sewer S3CB Storm Sewer S3.1 CB Casting S4CB Storm Sewer S4.1 CB Casting S5CB Storm Sewer S5.1 CB Casting S6CB Maintenance Building Culvert S7 Storm Sewer Routing Diagram for Alternative 1 Conditions Prepared by VS Engineering, Printed 7/7/2019 HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 56 Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 68 1 acre lots, 20% imp, HSG B (209) 0.600 79 1 acre lots, 20% imp, HSG C (209) 0.500 70 1/2 acre lots, 25% imp, HSG B (202, 203) 1.800 80 1/2 acre lots, 25% imp, HSG C (202, 203) 14.300 61 >75% Grass cover, Good, HSG B (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 41.900 74 >75% Grass cover, Good, HSG C (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 10.600 98 Impervious (102, 104, 107, 206, 207, 209, 210) 2.800 98 Impervious Area (201S, 205) 3.300 98 Paved parking, HSG B (100, 200) 9.200 98 Paved parking, HSG C (100, 200) 1.100 98 Pond (200) 4.300 55 Woods, Good, HSG B (100, 201S, 202, 203, 204, 208) 12.100 70 Woods, Good, HSG C (100, 201S, 202, 203, 204, 208) 102.700 77 TOTAL AREA 57 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>1.33"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=26.16 cfs 2.209 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=1.83 cfs 0.138 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>1.40"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=4.27 cfs 0.338 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>1.21"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=1.60 cfs 0.141 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>1.46"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=6.97 cfs 0.524 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=0.77 cfs 0.053 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=2.61 cfs 0.180 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>1.67"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=8.00 cfs 0.667 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>2.47"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=48.22 cfs 3.887 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>1.40"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=18.01 cfs 1.513 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>1.34"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=6.84 cfs 0.412 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>1.15"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=2.64 cfs 0.230 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>1.09"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=4.80 cfs 0.382 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>1.54"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=19.32 cfs 0.999 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>1.53"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=4.02 cfs 0.243 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>3.05"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=37.18 cfs 2.134 af 58 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>0.93"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=0.65 cfs 0.046 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>1.67"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=7.21 cfs 0.405 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>2.38"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=6.21 cfs 0.417 af Total Runoff Area = 102.700 ac Runoff Volume = 14.916 af Average Runoff Depth = 1.74" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 59 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>2.59"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=52.73 cfs 4.292 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>2.50"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=3.74 cfs 0.271 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>2.68"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=8.42 cfs 0.647 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>2.41"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=3.35 cfs 0.281 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>2.77"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=13.49 cfs 0.993 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=1.57 cfs 0.104 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=5.32 cfs 0.355 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.04"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=14.79 cfs 1.218 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.04"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=77.76 cfs 6.362 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>2.68"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=35.62 cfs 2.901 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>2.60"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=13.55 cfs 0.801 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>2.33"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=5.66 cfs 0.465 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.24"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=10.52 cfs 0.786 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>2.87"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=36.12 cfs 1.866 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>2.87"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=7.58 cfs 0.454 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>4.70"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=55.80 cfs 3.290 af 60 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.00"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=1.52 cfs 0.100 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.05"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=13.13 cfs 0.738 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>3.94"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=10.09 cfs 0.690 af Total Runoff Area = 102.700 ac Runoff Volume = 26.615 af Average Runoff Depth = 3.11" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 61 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>3.35"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=68.66 cfs 5.560 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=4.90 cfs 0.353 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>3.45"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=10.89 cfs 0.835 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>3.15"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=4.42 cfs 0.368 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>3.56"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=17.35 cfs 1.275 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=2.05 cfs 0.136 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=6.95 cfs 0.462 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.86"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=18.75 cfs 1.544 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.93"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=94.20 cfs 7.772 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>3.45"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=46.10 cfs 3.740 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>3.36"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=17.55 cfs 1.037 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>3.06"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=7.51 cfs 0.611 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.96"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=14.02 cfs 1.037 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>3.67"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=45.93 cfs 2.385 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>3.67"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=9.66 cfs 0.580 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>5.63"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=66.07 cfs 3.939 af 62 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.68"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=2.06 cfs 0.134 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.87"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=16.56 cfs 0.936 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>4.83"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=12.26 cfs 0.845 af Total Runoff Area = 102.700 ac Runoff Volume = 33.548 af Average Runoff Depth = 3.92" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 63 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Onsite Basin 100 Runoff = 68.66 cfs @ 12.16 hrs, Volume= 5.560 af, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.400 61 >75% Grass cover, Good, HSG B 6.700 74 >75% Grass cover, Good, HSG C 0.700 98 Paved parking, HSG B 1.900 98 Paved parking, HSG C 2.100 55 Woods, Good, HSG B 6.100 70 Woods, Good, HSG C 19.900 72 Weighted Average 17.300 86.93% Pervious Area 2.600 13.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.1 350 0.0140 1.90 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 640 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 23.0 1,090 Total Summary for Subcatchment 101: Onsite Basin 101 Runoff = 4.90 cfs @ 12.12 hrs, Volume= 0.353 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.300 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.300 71 Weighted Average 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.6 490 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 550 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 18.8 1,140 Total 64 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 102: Onsite Basin 102 Runoff = 10.89 cfs @ 12.14 hrs, Volume= 0.835 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.600 61 >75% Grass cover, Good, HSG B 2.100 74 >75% Grass cover, Good, HSG C * 0.200 98 Impervious 2.900 73 Weighted Average 2.700 93.10% Pervious Area 0.200 6.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.8 660 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.0 760 Total Summary for Subcatchment 103: Onsite Basin 103 Runoff = 4.42 cfs @ 12.18 hrs, Volume= 0.368 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.400 70 Weighted Average 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.8 680 0.0060 1.16 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 24.0 780 Total 65 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 104: Onsite Basin 104 Runoff = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 4.300 74 Weighted Average 3.800 88.37% Pervious Area 0.500 11.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.7 190 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.6 320 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.5 610 Total Summary for Subcatchment 105: Onsite Basin 105 Runoff = 2.05 cfs @ 12.08 hrs, Volume= 0.136 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 61 >75% Grass cover, Good, HSG B 0.400 74 >75% Grass cover, Good, HSG C 0.500 71 Weighted Average 0.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 230 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.1 330 Total 66 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 106: Onsite Basin 106 Runoff = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.300 74 >75% Grass cover, Good, HSG C 1.700 71 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 260 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.2 360 Total Summary for Subcatchment 107: Onsite Basin 107 Runoff = 18.75 cfs @ 12.17 hrs, Volume= 1.544 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.900 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 1.100 98 Impervious 4.800 77 Weighted Average 3.700 77.08% Pervious Area 1.100 22.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 5.0 550 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 23.7 650 Total 67 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 200: Offsite Basin 200 Runoff = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af, Depth> 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.100 61 >75% Grass cover, Good, HSG B 5.800 74 >75% Grass cover, Good, HSG C 2.600 98 Paved parking, HSG B 7.300 98 Paved parking, HSG C * 1.100 98 Pond 18.900 87 Weighted Average 7.900 41.80% Pervious Area 11.000 58.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.9 380 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.6 600 0.0180 2.16 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 22.7 1,080 Total Summary for Subcatchment 201S: Offsite Basin 201 Runoff = 46.10 cfs @ 12.16 hrs, Volume= 3.740 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.500 61 >75% Grass cover, Good, HSG B 7.500 74 >75% Grass cover, Good, HSG C * 1.500 98 Impervious Area 0.400 55 Woods, Good, HSG B 1.100 70 Woods, Good, HSG C 13.000 73 Weighted Average 11.500 88.46% Pervious Area 1.500 11.54% Impervious Area 68 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.4 810 0.0170 2.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 930 0.0110 6.26 625.96 Channel Flow, Area= 100.0 sf Perim= 60.0' r= 1.67' n= 0.035 23.1 1,840 Total Summary for Subcatchment 202: Offsite Basin 202 Runoff = 17.55 cfs @ 12.05 hrs, Volume= 1.037 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 70 1/2 acre lots, 25% imp, HSG B 1.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 3.700 72 Weighted Average 3.250 87.84% Pervious Area 0.450 12.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0600 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 5.0 260 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 330 Total Summary for Subcatchment 203: Offsite Basin 203 Runoff = 7.51 cfs @ 12.16 hrs, Volume= 0.611 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 70 1/2 acre lots, 25% imp, HSG B 0.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 2.400 69 Weighted Average 2.275 94.79% Pervious Area 0.125 5.21% Impervious Area 69 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 3.0 500 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 23.0 600 Total Summary for Subcatchment 204: Offsite Basin 204 Runoff = 14.02 cfs @ 12.13 hrs, Volume= 1.037 af, Depth> 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 1.400 74 >75% Grass cover, Good, HSG C 0.600 55 Woods, Good, HSG B 1.700 70 Woods, Good, HSG C 4.200 68 Weighted Average 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 7.7 460 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 560 Total Summary for Subcatchment 205: Offsite Basin 205 Runoff = 45.93 cfs @ 12.00 hrs, Volume= 2.385 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.700 61 >75% Grass cover, Good, HSG B 4.800 74 >75% Grass cover, Good, HSG C * 1.300 98 Impervious Area 7.800 75 Weighted Average 6.500 83.33% Pervious Area 1.300 16.67% Impervious Area 70 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 100 0.0500 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.66" 1.4 360 0.0800 4.24 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.8 460 Total Summary for Subcatchment 206: Offsite Basin 206 Runoff = 9.66 cfs @ 12.05 hrs, Volume= 0.580 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.300 98 Impervious 1.900 75 Weighted Average 1.600 84.21% Pervious Area 0.300 15.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.3 260 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 13.0 360 Total Summary for Subcatchment 207: Offsite Basin 207 Runoff = 66.07 cfs @ 12.01 hrs, Volume= 3.939 af, Depth> 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 6.800 98 Impervious 8.400 93 Weighted Average 1.600 19.05% Pervious Area 6.800 80.95% Impervious Area 71 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.66" 0.3 136 0.0276 7.54 5.92 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 129 0.0233 6.92 5.44 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 1.5 440 0.0200 4.96 59.48 Channel Flow, Area= 12.0 sf Perim= 16.0' r= 0.75' n= 0.035 2.3 391 0.0030 2.88 3.54 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 3.2 360 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.9 1,556 Total Summary for Subcatchment 208: Offsite Basin 208 Runoff = 2.06 cfs @ 12.08 hrs, Volume= 0.134 af, Depth> 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 55 Woods, Good, HSG B 0.400 70 Woods, Good, HSG C 0.600 65 Weighted Average 0.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 80 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 290 Total Summary for Subcatchment 209: Offsite Basin 209 Runoff = 16.56 cfs @ 12.03 hrs, Volume= 0.936 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" 72 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 10HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 0.200 68 1 acre lots, 20% imp, HSG B 0.600 79 1 acre lots, 20% imp, HSG C 2.900 77 Weighted Average 2.240 77.24% Pervious Area 0.660 22.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 340 0.0350 2.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 440 Total Summary for Subcatchment 210: Offsite Basin 210 Runoff = 12.26 cfs @ 12.08 hrs, Volume= 0.845 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 61 >75% Grass cover, Good, HSG B 0.700 74 >75% Grass cover, Good, HSG C * 1.200 98 Impervious 2.100 86 Weighted Average 0.900 42.86% Pervious Area 1.200 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.5 1,050 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.4 1,150 Total 73 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Badger Field Wetland Inflow Area = 83.500 ac, 23.16% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 255.94 cfs @ 12.16 hrs, Volume= 22.687 af Outflow = 54.52 cfs @ 12.72 hrs, Volume= 12.657 af, Atten= 79%, Lag= 33.6 min Primary = 54.52 cfs @ 12.72 hrs, Volume= 12.657 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.90' Surf.Area= 0.595 ac Storage= 0.335 af Peak Elev= 766.23' @ 14.06 hrs Surf.Area= 4.980 ac Storage= 11.414 af (11.080 af above start) Flood Elev= 766.00' Surf.Area= 4.540 ac Storage= 10.329 af (9.994 af above start) Plug-Flow detention time= 261.6 min calculated for 12.317 af (54% of inflow) Center-of-Mass det. time= 125.2 min ( 982.0 - 856.8 ) Volume Invert Avail.Storage Storage Description #1 760.00' 15.876 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 760.00 0.000 0.0 0.000 0.000 0.000 761.00 0.120 300.0 0.040 0.040 0.164 762.00 0.670 680.0 0.358 0.398 0.845 763.00 1.530 1,087.0 1.071 1.469 2.159 764.00 2.400 1,415.0 1.949 3.417 3.658 765.00 3.470 2,183.0 2.919 6.336 8.707 766.00 4.540 2,200.0 3.993 10.329 8.852 767.00 6.620 2,242.0 5.547 15.876 9.196 Device Routing Invert Outlet Devices #1 Primary 761.90'12.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.90' / 761.70' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 766.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 30.00 410.00 460.00 Elev. (feet) 767.00 766.00 766.00 767.00 Primary OutFlow Max=54.34 cfs @ 12.72 hrs HW=766.13' TW=764.68' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.91 cfs @ 6.25 fps) 2=Asymmetrical Weir (Weir Controls 49.43 cfs @ 0.94 fps) Summary for Pond 2P: School Pond Inflow Area = 18.900 ac, 58.20% Impervious, Inflow Depth > 4.93" for 100 Year - 24hr event Inflow = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af Outflow = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af, Atten= 3%, Lag= 2.6 min Primary = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 74 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Starting Elev= 774.21' Surf.Area= 53,046 sf Storage= 96,821 cf Peak Elev= 775.48' @ 12.19 hrs Surf.Area= 63,327 sf Storage= 170,771 cf (73,950 cf above start) Flood Elev= 775.00' Surf.Area= 59,282 sf Storage= 141,168 cf (44,347 cf above start) Plug-Flow detention time= 220.6 min calculated for 4.756 af (61% of inflow) Center-of-Mass det. time= 55.4 min ( 856.6 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 772.00' 204,664 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 772.00 31,564 1,240.0 0 0 31,564 773.00 44,572 1,290.0 37,881 37,881 41,710 774.00 51,447 1,340.0 47,968 85,850 52,256 775.00 59,282 1,380.0 55,318 141,168 61,021 776.00 67,806 1,400.0 63,496 204,664 65,658 Device Routing Invert Outlet Devices #1 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #2 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #3 Primary 775.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 70.00 155.00 255.00 310.00 400.00 475.00 Elev. (feet) 777.50 775.10 775.20 775.60 775.60 775.00 777.50 Primary OutFlow Max=91.40 cfs @ 12.19 hrs HW=775.48' TW=764.93' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 2=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 3=Asymmetrical Weir (Weir Controls 86.75 cfs @ 0.88 fps) Summary for Pond 3P: Church Pond Inflow Area = 18.100 ac, 46.41% Impervious, Inflow Depth > 4.58" for 100 Year - 24hr event Inflow = 120.91 cfs @ 12.01 hrs, Volume= 6.904 af Outflow = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af, Atten= 93%, Lag= 41.9 min Primary = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 782.84' @ 12.71 hrs Surf.Area= 2.031 ac Storage= 2.987 af Flood Elev= 783.00' Surf.Area= 2.150 ac Storage= 3.331 af Plug-Flow detention time= 123.6 min calculated for 6.902 af (100% of inflow) Center-of-Mass det. time= 123.4 min ( 915.5 - 792.2 ) 75 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 778.50' 5.775 af Stage Storage Areas (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.50 0.000 0.0 0.000 0.000 0.000 780.00 0.070 285.0 0.035 0.035 0.148 781.00 0.800 937.0 0.369 0.404 1.604 782.00 1.480 1,149.0 1.123 1.527 2.412 783.00 2.150 1,442.0 1.805 3.331 3.800 784.00 2.750 1,564.0 2.444 5.775 4.470 Device Routing Invert Outlet Devices #1 Primary 778.50'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 778.50' / 777.10' S= 0.0187 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 38.00 60.00 78.00 130.00 170.00 200.00 Elev. (feet) 785.00 784.00 783.00 783.00 784.00 784.00 785.00 Primary OutFlow Max=8.99 cfs @ 12.71 hrs HW=782.84' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.99 cfs @ 7.32 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=778.50' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir ( Controls 0.00 cfs) Summary for Pond 4P: North Dry Pond Inflow Area = 9.800 ac, 30.20% Impervious, Inflow Depth > 4.07" for 100 Year - 24hr event Inflow = 42.90 cfs @ 12.07 hrs, Volume= 3.326 af Outflow = 20.00 cfs @ 12.33 hrs, Volume= 3.117 af, Atten= 53%, Lag= 15.6 min Primary = 4.45 cfs @ 12.35 hrs, Volume= 2.523 af Secondary = 15.55 cfs @ 12.33 hrs, Volume= 0.595 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 781.45' @ 12.33 hrs Surf.Area= 0.825 ac Storage= 1.274 af Flood Elev= 781.00' Surf.Area= 0.680 ac Storage= 0.935 af Plug-Flow detention time= 114.0 min calculated for 3.116 af (94% of inflow) Center-of-Mass det. time= 80.0 min ( 898.1 - 818.0 ) Volume Invert Avail.Storage Storage Description #1 778.00' 1.779 af North Dry Pond - from survey surface (Irregular) Listed below (Recalc) 76 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.00 0.050 382.0 0.000 0.000 0.050 779.00 0.190 729.0 0.112 0.112 0.754 780.00 0.400 1,048.0 0.289 0.401 1.790 781.00 0.680 1,272.0 0.534 0.935 2.740 782.00 1.020 1,309.0 0.844 1.779 2.917 Device Routing Invert Outlet Devices #1 Primary 775.90'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 775.90' / 774.78' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 779.32'24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads #3 Secondary 781.08'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 16.00 51.00 92.00 Elev. (feet) 782.00 781.33 781.08 782.00 Primary OutFlow Max=4.45 cfs @ 12.35 hrs HW=781.45' TW=777.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.45 cfs @ 5.67 fps) 2=Top of Riser (Passes 4.45 cfs of 22.08 cfs potential flow) Secondary OutFlow Max=15.54 cfs @ 12.33 hrs HW=781.45' TW=0.00' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 15.54 cfs @ 0.80 fps) Summary for Pond S1: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 768.62' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 766.30'24.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 766.30' / 765.18' S= 0.0076 '/' Cc= 0.900 n= 0.025, Flow Area= 3.14 sf Primary OutFlow Max=11.35 cfs @ 12.04 hrs HW=768.62' TW=763.92' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.35 cfs @ 3.91 fps) 77 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S2: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 775.74' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 769.64'18.0" Round Culvert L= 550.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 769.64' / 766.40' S= 0.0059 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=11.31 cfs @ 12.04 hrs HW=775.72' TW=768.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.31 cfs @ 6.40 fps) Summary for Pond S3: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 2.01" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Secondary = 3.98 cfs @ 12.15 hrs, Volume= 0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 783.17' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 770.07'15.0" Round Culvert L= 200.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 770.07' / 769.64' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 4.00 24.00 50.00 Elev. (feet) 784.00 783.00 783.00 784.00 Primary OutFlow Max=11.06 cfs @ 12.04 hrs HW=782.99' TW=775.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.06 cfs @ 9.01 fps) Secondary OutFlow Max=3.98 cfs @ 12.15 hrs HW=783.17' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 3.98 cfs @ 0.94 fps) 78 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S3.1: Casting Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.36" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af, Atten= 0%, Lag= 0.0 min Primary = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 784.18' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 779.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=15.23 cfs @ 12.15 hrs HW=784.18' TW=783.17' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 15.23 cfs @ 4.85 fps) Summary for Pond S4: Storm Sewer Inflow Area = 15.800 ac, 21.90% Impervious, Inflow Depth > 2.06" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af, Atten= 0%, Lag= 0.0 min Primary = 4.78 cfs @ 11.74 hrs, Volume= 2.168 af Secondary = 17.35 cfs @ 12.12 hrs, Volume= 0.543 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 780.30' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 773.38'12.0" Round Culvert L= 425.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 773.38' / 770.75' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 780.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 25.00 60.00 84.00 Elev. (feet) 781.00 780.00 780.00 781.00 Primary OutFlow Max=4.30 cfs @ 11.74 hrs HW=780.05' TW=773.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.30 cfs @ 5.47 fps) Secondary OutFlow Max=17.35 cfs @ 12.12 hrs HW=780.30' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 17.35 cfs @ 1.17 fps) Summary for Pond S4.1: Casting Inflow Area = 4.300 ac, 11.63% Impervious, Inflow Depth > 3.56" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Atten= 0%, Lag= 0.0 min Primary = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 79 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 781.61' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 777.08'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.34 cfs @ 12.12 hrs HW=781.61' TW=780.30' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 17.34 cfs @ 5.52 fps) Summary for Pond S5: Storm Sewer Inflow Area = 11.500 ac, 25.74% Impervious, Inflow Depth > 3.11" for 100 Year - 24hr event Inflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af Outflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 13.15 hrs, Volume= 1.437 af Secondary = 11.03 cfs @ 12.09 hrs, Volume= 1.548 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.66' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 774.71'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 774.71' / 773.38' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 777.39'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 40.00 160.00 216.00 Height (feet) 1.61 0.50 0.00 1.61 Primary OutFlow Max=0.00 cfs @ 13.15 hrs HW=777.49' TW=780.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=11.03 cfs @ 12.09 hrs HW=777.66' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 11.03 cfs @ 0.54 fps) Summary for Pond S5.1: Casting Inflow Area = 1.700 ac, 0.00% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Outflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Primary = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.87' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 776.54'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.93 cfs @ 12.08 hrs HW=777.87' TW=777.66' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 6.93 cfs @ 2.21 fps) 80 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S6: Maintenance Building Culvert Inflow Area = 10.300 ac, 68.93% Impervious, Inflow Depth > 5.26" for 100 Year - 24hr event Inflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Outflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af, Atten= 0%, Lag= 0.0 min Primary = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 788.62' @ 12.01 hrs Flood Elev= 788.00' Device Routing Invert Outlet Devices #1 Primary 787.00'24.0" Round Estimated diameter and pipe length from site plans L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 787.00' / 786.50' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 788.00'50.0' long x 50.0' 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=75.08 cfs @ 12.01 hrs HW=788.62' TW=782.10' (Dynamic Tailwater) 1=Estimated diameter and pipe length from site plans (Barrel Controls 9.89 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 65.18 cfs @ 2.12 fps) Summary for Pond S7: Storm Sewer Inflow Area = 83.500 ac, 23.16% Impervious, Inflow Depth > 1.82" for 100 Year - 24hr event Inflow = 54.52 cfs @ 12.72 hrs, Volume= 12.657 af Outflow = 19.16 cfs @ 14.08 hrs, Volume= 12.002 af, Atten= 65%, Lag= 81.6 min Primary = 9.70 cfs @ 14.08 hrs, Volume= 8.668 af Secondary = 9.46 cfs @ 14.08 hrs, Volume= 3.335 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.70' Surf.Area= 0.038 ac Storage= 0.009 af Peak Elev= 766.23' @ 14.08 hrs Surf.Area= 0.823 ac Storage= 1.666 af (1.657 af above start) Flood Elev= 763.00' Surf.Area= 0.310 ac Storage= 0.207 af (0.198 af above start) Plug-Flow detention time= 71.1 min calculated for 11.988 af (95% of inflow) Center-of-Mass det. time= 47.6 min ( 1,029.6 - 982.0 ) Volume Invert Avail.Storage Storage Description #1 761.00' 2.349 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 761.00 0.000 0.0 0.000 0.000 0.000 763.00 0.310 615.0 0.207 0.207 0.691 764.00 0.350 660.0 0.330 0.536 0.797 765.00 0.390 710.0 0.370 0.906 0.923 766.00 0.790 1,100.0 0.578 1.485 2.213 767.00 0.940 1,220.0 0.864 2.349 2.722 81 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 761.70'15.0" Round Culvert L= 125.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.70' / 760.98' S= 0.0058 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 765.31'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 0.10 17.00 21.00 29.00 29.10 Elev. (feet) 770.00 768.00 767.42 766.00 765.31 770.00 Primary OutFlow Max=9.70 cfs @ 14.08 hrs HW=766.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 9.70 cfs @ 7.91 fps) Secondary OutFlow Max=9.46 cfs @ 14.08 hrs HW=766.23' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 9.46 cfs @ 1.26 fps) 82 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=764.88' Storage=5.933 af Inflow=85.42 cfs 9.984 afPond 1P: Badger Field Wetland Outflow=5.28 cfs 5.075 af Peak Elev=775.32' Storage=160,579 cf Inflow=48.22 cfs 3.887 afPond 2P: School Pond Outflow=32.70 cfs 3.276 af Peak Elev=781.78' Storage=1.215 af Inflow=60.17 cfs 3.375 afPond 3P: Church Pond Primary=7.60 cfs 3.375 af Secondary=0.00 cfs 0.000 af Outflow=7.60 cfs 3.375 af Peak Elev=780.48' Storage=0.623 af Inflow=19.24 cfs 1.489 afPond 4P: North Dry Pond Primary=3.95 cfs 1.290 af Secondary=0.00 cfs 0.000 af Outflow=3.95 cfs 1.290 af Peak Elev=768.17' Inflow=8.78 cfs 1.825 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=8.78 cfs 1.825 af Peak Elev=772.44' Inflow=8.78 cfs 1.825 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=8.78 cfs 1.825 af Peak Elev=777.00' Inflow=8.78 cfs 1.825 afPond S3: Storm Sewer Primary=8.78 cfs 1.825 af Secondary=0.00 cfs 0.000 af Outflow=8.78 cfs 1.825 af Peak Elev=780.33' Inflow=5.83 cfs 0.479 afPond S3.1: Casting Outflow=5.83 cfs 0.479 af Peak Elev=780.12' Inflow=6.97 cfs 1.423 afPond S4: Storm Sewer Primary=4.78 cfs 1.347 af Secondary=3.98 cfs 0.076 af Outflow=6.97 cfs 1.423 af Peak Elev=780.33' Inflow=6.97 cfs 0.524 afPond S4.1: Casting Outflow=6.97 cfs 0.524 af Peak Elev=777.60' Inflow=6.08 cfs 1.470 afPond S5: Storm Sewer Primary=3.99 cfs 0.898 af Secondary=6.08 cfs 0.572 af Outflow=6.08 cfs 1.470 af Peak Elev=777.63' Inflow=2.61 cfs 0.180 afPond S5.1: Casting Outflow=2.61 cfs 0.180 af Peak Elev=788.39' Inflow=40.88 cfs 2.377 afPond S6: Maintenance Building Culvert Outflow=40.88 cfs 2.377 af Peak Elev=763.21' Storage=0.274 af Inflow=5.28 cfs 5.075 afPond S7: Storm Sewer Primary=5.25 cfs 4.829 af Secondary=0.00 cfs 0.000 af Outflow=5.25 cfs 4.829 af 83 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.04' Storage=10.531 af Inflow=198.29 cfs 17.985 afPond 1P: Badger Field Wetland Outflow=14.61 cfs 8.083 af Peak Elev=775.44' Storage=168,222 cf Inflow=77.76 cfs 6.362 afPond 2P: School Pond Outflow=73.71 cfs 5.629 af Peak Elev=782.48' Storage=2.313 af Inflow=98.90 cfs 5.610 afPond 3P: Church Pond Primary=8.55 cfs 5.608 af Secondary=0.00 cfs 0.000 af Outflow=8.55 cfs 5.608 af Peak Elev=781.31' Storage=1.163 af Inflow=34.25 cfs 2.646 afPond 4P: North Dry Pond Primary=4.40 cfs 2.236 af Secondary=5.01 cfs 0.205 af Outflow=9.39 cfs 2.440 af Peak Elev=768.61' Inflow=11.31 cfs 2.837 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.31 cfs 2.837 af Peak Elev=775.66' Inflow=11.31 cfs 2.837 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.31 cfs 2.837 af Peak Elev=783.04' Inflow=11.71 cfs 2.839 afPond S3: Storm Sewer Primary=11.31 cfs 2.837 af Secondary=0.51 cfs 0.002 af Outflow=11.71 cfs 2.839 af Peak Elev=783.64' Inflow=11.71 cfs 0.929 afPond S3.1: Casting Outflow=11.71 cfs 0.929 af Peak Elev=780.26' Inflow=13.49 cfs 2.276 afPond S4: Storm Sewer Primary=4.78 cfs 1.911 af Secondary=13.49 cfs 0.365 af Outflow=13.49 cfs 2.276 af Peak Elev=781.05' Inflow=13.49 cfs 0.993 afPond S4.1: Casting Outflow=13.49 cfs 0.993 af Peak Elev=777.64' Inflow=9.24 cfs 2.591 afPond S5: Storm Sewer Primary=4.01 cfs 1.283 af Secondary=9.24 cfs 1.308 af Outflow=9.24 cfs 2.591 af Peak Elev=777.77' Inflow=5.32 cfs 0.355 afPond S5.1: Casting Outflow=5.32 cfs 0.355 af Peak Elev=788.54' Inflow=62.89 cfs 3.744 afPond S6: Maintenance Building Culvert Outflow=62.89 cfs 3.744 af Peak Elev=765.68' Storage=1.252 af Inflow=14.61 cfs 8.083 afPond S7: Storm Sewer Primary=9.01 cfs 7.401 af Secondary=0.97 cfs 0.183 af Outflow=9.98 cfs 7.584 af 84 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 1 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.23' Storage=11.414 af Inflow=255.94 cfs 22.687 afPond 1P: Badger Field Wetland Outflow=54.52 cfs 12.657 af Peak Elev=775.48' Storage=170,771 cf Inflow=94.20 cfs 7.772 afPond 2P: School Pond Outflow=91.41 cfs 6.979 af Peak Elev=782.84' Storage=2.987 af Inflow=120.91 cfs 6.904 afPond 3P: Church Pond Primary=8.99 cfs 6.902 af Secondary=0.00 cfs 0.000 af Outflow=8.99 cfs 6.902 af Peak Elev=781.45' Storage=1.274 af Inflow=42.90 cfs 3.326 afPond 4P: North Dry Pond Primary=4.45 cfs 2.523 af Secondary=15.55 cfs 0.595 af Outflow=20.00 cfs 3.117 af Peak Elev=768.62' Inflow=11.36 cfs 3.318 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.36 cfs 3.318 af Peak Elev=775.74' Inflow=11.36 cfs 3.318 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.36 cfs 3.318 af Peak Elev=783.17' Inflow=15.24 cfs 3.371 afPond S3: Storm Sewer Primary=11.36 cfs 3.318 af Secondary=3.98 cfs 0.053 af Outflow=15.24 cfs 3.371 af Peak Elev=784.18' Inflow=15.24 cfs 1.203 afPond S3.1: Casting Outflow=15.24 cfs 1.203 af Peak Elev=780.30' Inflow=17.35 cfs 2.711 afPond S4: Storm Sewer Primary=4.78 cfs 2.168 af Secondary=17.35 cfs 0.543 af Outflow=17.35 cfs 2.711 af Peak Elev=781.61' Inflow=17.35 cfs 1.275 afPond S4.1: Casting Outflow=17.35 cfs 1.275 af Peak Elev=777.66' Inflow=11.03 cfs 2.984 afPond S5: Storm Sewer Primary=4.01 cfs 1.437 af Secondary=11.03 cfs 1.548 af Outflow=11.03 cfs 2.984 af Peak Elev=777.87' Inflow=6.95 cfs 0.462 afPond S5.1: Casting Outflow=6.95 cfs 0.462 af Peak Elev=788.62' Inflow=75.15 cfs 4.519 afPond S6: Maintenance Building Culvert Outflow=75.15 cfs 4.519 af Peak Elev=766.23' Storage=1.666 af Inflow=54.52 cfs 12.657 afPond S7: Storm Sewer Primary=9.70 cfs 8.668 af Secondary=9.46 cfs 3.335 af Outflow=19.16 cfs 12.002 af 85 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX VII Alternative #2 - HydroCAD 86 E MAIN STREET 126TH STREET 100 Onsite Basin 100 101 Onsite Basin 101 102 Onsite Basin 102 103 Onsite Basin 103 104 Onsite Basin 104 105 Onsite Basin 105 106 Onsite Basin 106 107 Onsite Basin 107 200 Offsite Basin 200 201S Offsite Basin 201 202 Offsite Basin 202 203 Offsite Basin 203 204 Offsite Basin 204 205 Offsite Basin 205 206 Offsite Basin 206 207 Offsite Basin 207 208 Offsite Basin 208 209 Offsite Basin 209 210 Offsite Basin 210 O1 Overflow 1 Outlet 1 Carrington Woods Outlet Outlet 2 Church Outlet Outlet 3 Mitchner Regulated Drain 1P Badger Field Wetland 2P School Pond 3P Church Pond 4P North Dry Pond S1CB Storm Sewer S2CB Storm Sewer S3CB Storm Sewer S3.1 CB Casting S4CB Storm Sewer S4.1 CB Casting S5CB Storm Sewer S5.1 CB Casting S6CB Maintenance Building Culvert S7 Storm Sewer Routing Diagram for Alternative 2 Conditions Prepared by VS Engineering, Printed 7/7/2019 HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 87 Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 68 1 acre lots, 20% imp, HSG B (209) 0.600 79 1 acre lots, 20% imp, HSG C (209) 0.500 70 1/2 acre lots, 25% imp, HSG B (202, 203) 1.800 80 1/2 acre lots, 25% imp, HSG C (202, 203) 14.300 61 >75% Grass cover, Good, HSG B (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 41.900 74 >75% Grass cover, Good, HSG C (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 10.600 98 Impervious (102, 104, 107, 206, 207, 209, 210) 2.800 98 Impervious Area (201S, 205) 3.300 98 Paved parking, HSG B (100, 200) 9.200 98 Paved parking, HSG C (100, 200) 1.100 98 Pond (200) 4.300 55 Woods, Good, HSG B (100, 201S, 202, 203, 204, 208) 12.100 70 Woods, Good, HSG C (100, 201S, 202, 203, 204, 208) 102.700 77 TOTAL AREA 88 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>1.33"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=26.16 cfs 2.209 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=1.83 cfs 0.138 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>1.40"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=4.27 cfs 0.338 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>1.21"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=1.60 cfs 0.141 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>1.46"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=6.97 cfs 0.524 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=0.77 cfs 0.053 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=2.61 cfs 0.180 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>1.67"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=8.00 cfs 0.667 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>2.47"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=48.22 cfs 3.887 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>1.40"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=18.01 cfs 1.513 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>1.34"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=6.84 cfs 0.412 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>1.15"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=2.64 cfs 0.230 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>1.09"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=4.80 cfs 0.382 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>1.54"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=19.32 cfs 0.999 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>1.53"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=4.02 cfs 0.243 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>3.05"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=37.18 cfs 2.134 af 89 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>0.93"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=0.65 cfs 0.046 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>1.67"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=7.21 cfs 0.405 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>2.38"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=6.21 cfs 0.417 af Total Runoff Area = 102.700 ac Runoff Volume = 14.916 af Average Runoff Depth = 1.74" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 90 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>2.59"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=52.73 cfs 4.292 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>2.50"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=3.74 cfs 0.271 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>2.68"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=8.42 cfs 0.647 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>2.41"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=3.35 cfs 0.281 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>2.77"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=13.49 cfs 0.993 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=1.57 cfs 0.104 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=5.32 cfs 0.355 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.04"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=14.79 cfs 1.218 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.04"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=77.76 cfs 6.362 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>2.68"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=35.62 cfs 2.901 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>2.60"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=13.55 cfs 0.801 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>2.33"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=5.66 cfs 0.465 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.24"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=10.52 cfs 0.786 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>2.87"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=36.12 cfs 1.866 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>2.87"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=7.58 cfs 0.454 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>4.70"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=55.80 cfs 3.290 af 91 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.00"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=1.52 cfs 0.100 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.05"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=13.13 cfs 0.738 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>3.94"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=10.09 cfs 0.690 af Total Runoff Area = 102.700 ac Runoff Volume = 26.615 af Average Runoff Depth = 3.11" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 92 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>3.35"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=68.66 cfs 5.560 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=4.90 cfs 0.353 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>3.45"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=10.89 cfs 0.835 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>3.15"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=4.42 cfs 0.368 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>3.56"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=17.35 cfs 1.275 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=2.05 cfs 0.136 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=6.95 cfs 0.462 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.86"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=18.75 cfs 1.544 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.93"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=94.20 cfs 7.772 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>3.45"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=46.10 cfs 3.740 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>3.36"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=17.55 cfs 1.037 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>3.06"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=7.51 cfs 0.611 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.96"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=14.02 cfs 1.037 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>3.67"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=45.93 cfs 2.385 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>3.67"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=9.66 cfs 0.580 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>5.63"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=66.07 cfs 3.939 af 93 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.68"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=2.06 cfs 0.134 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.87"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=16.56 cfs 0.936 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>4.83"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=12.26 cfs 0.845 af Total Runoff Area = 102.700 ac Runoff Volume = 33.548 af Average Runoff Depth = 3.92" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 94 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Onsite Basin 100 Runoff = 68.66 cfs @ 12.16 hrs, Volume= 5.560 af, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.400 61 >75% Grass cover, Good, HSG B 6.700 74 >75% Grass cover, Good, HSG C 0.700 98 Paved parking, HSG B 1.900 98 Paved parking, HSG C 2.100 55 Woods, Good, HSG B 6.100 70 Woods, Good, HSG C 19.900 72 Weighted Average 17.300 86.93% Pervious Area 2.600 13.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.1 350 0.0140 1.90 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 640 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 23.0 1,090 Total Summary for Subcatchment 101: Onsite Basin 101 Runoff = 4.90 cfs @ 12.12 hrs, Volume= 0.353 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.300 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.300 71 Weighted Average 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.6 490 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 550 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 18.8 1,140 Total 95 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 102: Onsite Basin 102 Runoff = 10.89 cfs @ 12.14 hrs, Volume= 0.835 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.600 61 >75% Grass cover, Good, HSG B 2.100 74 >75% Grass cover, Good, HSG C * 0.200 98 Impervious 2.900 73 Weighted Average 2.700 93.10% Pervious Area 0.200 6.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.8 660 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.0 760 Total Summary for Subcatchment 103: Onsite Basin 103 Runoff = 4.42 cfs @ 12.18 hrs, Volume= 0.368 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.400 70 Weighted Average 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.8 680 0.0060 1.16 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 24.0 780 Total 96 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 104: Onsite Basin 104 Runoff = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 4.300 74 Weighted Average 3.800 88.37% Pervious Area 0.500 11.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.7 190 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.6 320 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.5 610 Total Summary for Subcatchment 105: Onsite Basin 105 Runoff = 2.05 cfs @ 12.08 hrs, Volume= 0.136 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 61 >75% Grass cover, Good, HSG B 0.400 74 >75% Grass cover, Good, HSG C 0.500 71 Weighted Average 0.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 230 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.1 330 Total 97 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 106: Onsite Basin 106 Runoff = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.300 74 >75% Grass cover, Good, HSG C 1.700 71 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 260 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.2 360 Total Summary for Subcatchment 107: Onsite Basin 107 Runoff = 18.75 cfs @ 12.17 hrs, Volume= 1.544 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.900 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 1.100 98 Impervious 4.800 77 Weighted Average 3.700 77.08% Pervious Area 1.100 22.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 5.0 550 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 23.7 650 Total 98 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 200: Offsite Basin 200 Runoff = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af, Depth> 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.100 61 >75% Grass cover, Good, HSG B 5.800 74 >75% Grass cover, Good, HSG C 2.600 98 Paved parking, HSG B 7.300 98 Paved parking, HSG C * 1.100 98 Pond 18.900 87 Weighted Average 7.900 41.80% Pervious Area 11.000 58.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.9 380 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.6 600 0.0180 2.16 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 22.7 1,080 Total Summary for Subcatchment 201S: Offsite Basin 201 Runoff = 46.10 cfs @ 12.16 hrs, Volume= 3.740 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.500 61 >75% Grass cover, Good, HSG B 7.500 74 >75% Grass cover, Good, HSG C * 1.500 98 Impervious Area 0.400 55 Woods, Good, HSG B 1.100 70 Woods, Good, HSG C 13.000 73 Weighted Average 11.500 88.46% Pervious Area 1.500 11.54% Impervious Area 99 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.4 810 0.0170 2.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 930 0.0110 6.26 625.96 Channel Flow, Area= 100.0 sf Perim= 60.0' r= 1.67' n= 0.035 23.1 1,840 Total Summary for Subcatchment 202: Offsite Basin 202 Runoff = 17.55 cfs @ 12.05 hrs, Volume= 1.037 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 70 1/2 acre lots, 25% imp, HSG B 1.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 3.700 72 Weighted Average 3.250 87.84% Pervious Area 0.450 12.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0600 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 5.0 260 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 330 Total Summary for Subcatchment 203: Offsite Basin 203 Runoff = 7.51 cfs @ 12.16 hrs, Volume= 0.611 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 70 1/2 acre lots, 25% imp, HSG B 0.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 2.400 69 Weighted Average 2.275 94.79% Pervious Area 0.125 5.21% Impervious Area 100 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 3.0 500 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 23.0 600 Total Summary for Subcatchment 204: Offsite Basin 204 Runoff = 14.02 cfs @ 12.13 hrs, Volume= 1.037 af, Depth> 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 1.400 74 >75% Grass cover, Good, HSG C 0.600 55 Woods, Good, HSG B 1.700 70 Woods, Good, HSG C 4.200 68 Weighted Average 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 7.7 460 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 560 Total Summary for Subcatchment 205: Offsite Basin 205 Runoff = 45.93 cfs @ 12.00 hrs, Volume= 2.385 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.700 61 >75% Grass cover, Good, HSG B 4.800 74 >75% Grass cover, Good, HSG C * 1.300 98 Impervious Area 7.800 75 Weighted Average 6.500 83.33% Pervious Area 1.300 16.67% Impervious Area 101 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 100 0.0500 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.66" 1.4 360 0.0800 4.24 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.8 460 Total Summary for Subcatchment 206: Offsite Basin 206 Runoff = 9.66 cfs @ 12.05 hrs, Volume= 0.580 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.300 98 Impervious 1.900 75 Weighted Average 1.600 84.21% Pervious Area 0.300 15.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.3 260 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 13.0 360 Total Summary for Subcatchment 207: Offsite Basin 207 Runoff = 66.07 cfs @ 12.01 hrs, Volume= 3.939 af, Depth> 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 6.800 98 Impervious 8.400 93 Weighted Average 1.600 19.05% Pervious Area 6.800 80.95% Impervious Area 102 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.66" 0.3 136 0.0276 7.54 5.92 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 129 0.0233 6.92 5.44 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 1.5 440 0.0200 4.96 59.48 Channel Flow, Area= 12.0 sf Perim= 16.0' r= 0.75' n= 0.035 2.3 391 0.0030 2.88 3.54 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 3.2 360 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.9 1,556 Total Summary for Subcatchment 208: Offsite Basin 208 Runoff = 2.06 cfs @ 12.08 hrs, Volume= 0.134 af, Depth> 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 55 Woods, Good, HSG B 0.400 70 Woods, Good, HSG C 0.600 65 Weighted Average 0.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 80 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 290 Total Summary for Subcatchment 209: Offsite Basin 209 Runoff = 16.56 cfs @ 12.03 hrs, Volume= 0.936 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" 103 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 10HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 0.200 68 1 acre lots, 20% imp, HSG B 0.600 79 1 acre lots, 20% imp, HSG C 2.900 77 Weighted Average 2.240 77.24% Pervious Area 0.660 22.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 340 0.0350 2.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 440 Total Summary for Subcatchment 210: Offsite Basin 210 Runoff = 12.26 cfs @ 12.08 hrs, Volume= 0.845 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 61 >75% Grass cover, Good, HSG B 0.700 74 >75% Grass cover, Good, HSG C * 1.200 98 Impervious 2.100 86 Weighted Average 0.900 42.86% Pervious Area 1.200 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.5 1,050 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.4 1,150 Total 104 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Badger Field Wetland Inflow Area = 67.700 ac, 23.45% Impervious, Inflow Depth > 3.64" for 100 Year - 24hr event Inflow = 255.94 cfs @ 12.16 hrs, Volume= 20.519 af Outflow = 46.17 cfs @ 12.77 hrs, Volume= 10.645 af, Atten= 82%, Lag= 36.4 min Primary = 46.17 cfs @ 12.77 hrs, Volume= 10.645 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.90' Surf.Area= 0.595 ac Storage= 0.335 af Peak Elev= 766.15' @ 13.92 hrs Surf.Area= 4.834 ac Storage= 11.050 af (10.715 af above start) Flood Elev= 766.00' Surf.Area= 4.540 ac Storage= 10.329 af (9.994 af above start) Plug-Flow detention time= 262.7 min calculated for 10.306 af (50% of inflow) Center-of-Mass det. time= 133.3 min ( 977.8 - 844.5 ) Volume Invert Avail.Storage Storage Description #1 760.00' 15.876 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 760.00 0.000 0.0 0.000 0.000 0.000 761.00 0.120 300.0 0.040 0.040 0.164 762.00 0.670 680.0 0.358 0.398 0.845 763.00 1.530 1,087.0 1.071 1.469 2.159 764.00 2.400 1,415.0 1.949 3.417 3.658 765.00 3.470 2,183.0 2.919 6.336 8.707 766.00 4.540 2,200.0 3.993 10.329 8.852 767.00 6.620 2,242.0 5.547 15.876 9.196 Device Routing Invert Outlet Devices #1 Primary 761.90'12.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.90' / 761.70' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 766.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 30.00 410.00 460.00 Elev. (feet) 767.00 766.00 766.00 767.00 Primary OutFlow Max=46.03 cfs @ 12.77 hrs HW=766.12' TW=764.47' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.23 cfs @ 6.66 fps) 2=Asymmetrical Weir (Weir Controls 40.80 cfs @ 0.88 fps) Summary for Pond 2P: School Pond Inflow Area = 18.900 ac, 58.20% Impervious, Inflow Depth > 4.93" for 100 Year - 24hr event Inflow = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af Outflow = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af, Atten= 3%, Lag= 2.6 min Primary = 91.41 cfs @ 12.19 hrs, Volume= 6.979 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 105 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Starting Elev= 774.21' Surf.Area= 53,046 sf Storage= 96,821 cf Peak Elev= 775.48' @ 12.19 hrs Surf.Area= 63,327 sf Storage= 170,771 cf (73,950 cf above start) Flood Elev= 775.00' Surf.Area= 59,282 sf Storage= 141,168 cf (44,347 cf above start) Plug-Flow detention time= 220.6 min calculated for 4.756 af (61% of inflow) Center-of-Mass det. time= 55.4 min ( 856.6 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 772.00' 204,664 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 772.00 31,564 1,240.0 0 0 31,564 773.00 44,572 1,290.0 37,881 37,881 41,710 774.00 51,447 1,340.0 47,968 85,850 52,256 775.00 59,282 1,380.0 55,318 141,168 61,021 776.00 67,806 1,400.0 63,496 204,664 65,658 Device Routing Invert Outlet Devices #1 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #2 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #3 Primary 775.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 70.00 155.00 255.00 310.00 400.00 475.00 Elev. (feet) 777.50 775.10 775.20 775.60 775.60 775.00 777.50 Primary OutFlow Max=91.40 cfs @ 12.19 hrs HW=775.48' TW=764.86' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 2=Culvert (Barrel Controls 2.33 cfs @ 3.01 fps) 3=Asymmetrical Weir (Weir Controls 86.75 cfs @ 0.88 fps) Summary for Pond 3P: Church Pond Inflow Area = 18.100 ac, 46.41% Impervious, Inflow Depth > 4.58" for 100 Year - 24hr event Inflow = 120.91 cfs @ 12.01 hrs, Volume= 6.904 af Outflow = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af, Atten= 93%, Lag= 41.9 min Primary = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 782.84' @ 12.71 hrs Surf.Area= 2.031 ac Storage= 2.987 af Flood Elev= 783.00' Surf.Area= 2.150 ac Storage= 3.331 af Plug-Flow detention time= 123.6 min calculated for 6.902 af (100% of inflow) Center-of-Mass det. time= 123.4 min ( 915.5 - 792.2 ) 106 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 778.50' 5.775 af Stage Storage Areas (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.50 0.000 0.0 0.000 0.000 0.000 780.00 0.070 285.0 0.035 0.035 0.148 781.00 0.800 937.0 0.369 0.404 1.604 782.00 1.480 1,149.0 1.123 1.527 2.412 783.00 2.150 1,442.0 1.805 3.331 3.800 784.00 2.750 1,564.0 2.444 5.775 4.470 Device Routing Invert Outlet Devices #1 Primary 778.50'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 778.50' / 777.10' S= 0.0187 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 38.00 60.00 78.00 130.00 170.00 200.00 Elev. (feet) 785.00 784.00 783.00 783.00 784.00 784.00 785.00 Primary OutFlow Max=8.99 cfs @ 12.71 hrs HW=782.84' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.99 cfs @ 7.32 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=778.50' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir ( Controls 0.00 cfs) Summary for Pond 4P: North Dry Pond Inflow Area = 9.800 ac, 30.20% Impervious, Inflow Depth > 4.07" for 100 Year - 24hr event Inflow = 42.90 cfs @ 12.07 hrs, Volume= 3.326 af Outflow = 19.02 cfs @ 12.34 hrs, Volume= 3.117 af, Atten= 56%, Lag= 16.4 min Primary = 5.40 cfs @ 12.34 hrs, Volume= 2.630 af Secondary = 13.62 cfs @ 12.34 hrs, Volume= 0.488 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 781.43' @ 12.34 hrs Surf.Area= 0.818 ac Storage= 1.257 af Flood Elev= 781.00' Surf.Area= 0.680 ac Storage= 0.935 af Plug-Flow detention time= 101.9 min calculated for 3.117 af (94% of inflow) Center-of-Mass det. time= 67.9 min ( 885.9 - 818.0 ) Volume Invert Avail.Storage Storage Description #1 778.00' 1.779 af North Dry Pond - from survey surface (Irregular) Listed below (Recalc) 107 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.00 0.050 382.0 0.000 0.000 0.050 779.00 0.190 729.0 0.112 0.112 0.754 780.00 0.400 1,048.0 0.289 0.401 1.790 781.00 0.680 1,272.0 0.534 0.935 2.740 782.00 1.020 1,309.0 0.844 1.779 2.917 Device Routing Invert Outlet Devices #1 Primary 775.90'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 775.90' / 774.78' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 779.32'24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads #3 Secondary 781.08'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 16.00 51.00 92.00 Elev. (feet) 782.00 781.33 781.08 782.00 Primary OutFlow Max=5.40 cfs @ 12.34 hrs HW=781.43' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.40 cfs @ 6.88 fps) 2=Top of Riser (Passes 5.40 cfs of 21.98 cfs potential flow) Secondary OutFlow Max=13.61 cfs @ 12.34 hrs HW=781.43' TW=0.00' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 13.61 cfs @ 0.76 fps) Summary for Pond S1: Storm Sewer Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.21" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 768.62' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 766.30'24.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 766.30' / 765.18' S= 0.0076 '/' Cc= 0.900 n= 0.025, Flow Area= 3.14 sf Primary OutFlow Max=11.35 cfs @ 12.04 hrs HW=768.62' TW=763.82' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.35 cfs @ 3.91 fps) 108 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S2: Storm Sewer Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.21" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 775.74' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 769.64'18.0" Round Culvert L= 550.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 769.64' / 766.40' S= 0.0059 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=11.31 cfs @ 12.04 hrs HW=775.72' TW=768.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.31 cfs @ 6.40 fps) Summary for Pond S3: Storm Sewer Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.36" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 1.150 af Secondary = 3.98 cfs @ 12.15 hrs, Volume= 0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 783.17' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 770.07'15.0" Round Culvert L= 200.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 770.07' / 769.64' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 4.00 24.00 50.00 Elev. (feet) 784.00 783.00 783.00 784.00 Primary OutFlow Max=11.06 cfs @ 12.04 hrs HW=782.98' TW=775.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.06 cfs @ 9.01 fps) Secondary OutFlow Max=3.98 cfs @ 12.15 hrs HW=783.17' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 3.98 cfs @ 0.94 fps) 109 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S3.1: Casting Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.36" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af, Atten= 0%, Lag= 0.0 min Primary = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 784.18' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 779.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=15.23 cfs @ 12.15 hrs HW=784.18' TW=783.17' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 15.23 cfs @ 4.85 fps) Summary for Pond S4: Storm Sewer Inflow Area = 4.300 ac, 11.63% Impervious, Inflow Depth > 3.56" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Atten= 0%, Lag= 0.0 min Primary = 4.83 cfs @ 12.12 hrs, Volume= 0.963 af Secondary = 12.52 cfs @ 12.12 hrs, Volume= 0.312 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 780.24' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 773.38'12.0" Round Culvert L= 425.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 773.38' / 770.75' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 780.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 25.00 60.00 84.00 Elev. (feet) 781.00 780.00 780.00 781.00 Primary OutFlow Max=4.83 cfs @ 12.12 hrs HW=780.24' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.83 cfs @ 6.15 fps) Secondary OutFlow Max=12.51 cfs @ 12.12 hrs HW=780.24' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 12.51 cfs @ 1.09 fps) Summary for Pond S4.1: Casting Inflow Area = 4.300 ac, 11.63% Impervious, Inflow Depth > 3.56" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Atten= 0%, Lag= 0.0 min Primary = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 110 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 781.56' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 777.08'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.34 cfs @ 12.12 hrs HW=781.56' TW=780.24' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 17.34 cfs @ 5.52 fps) Summary for Pond S5: Storm Sewer Inflow Area = 1.700 ac, 0.00% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Outflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Primary = 4.05 cfs @ 12.08 hrs, Volume= 0.421 af Secondary = 2.90 cfs @ 12.08 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.55' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 774.71'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 774.71' / 773.38' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 777.39'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 40.00 160.00 216.00 Height (feet) 1.61 0.50 0.00 1.61 Primary OutFlow Max=4.05 cfs @ 12.08 hrs HW=777.55' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.05 cfs @ 5.15 fps) Secondary OutFlow Max=2.89 cfs @ 12.08 hrs HW=777.55' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 2.89 cfs @ 0.42 fps) Summary for Pond S5.1: Casting Inflow Area = 1.700 ac, 0.00% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Outflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Primary = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.76' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 776.54'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.93 cfs @ 12.08 hrs HW=777.76' TW=777.55' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 6.93 cfs @ 2.20 fps) 111 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S6: Maintenance Building Culvert Inflow Area = 10.300 ac, 68.93% Impervious, Inflow Depth > 5.26" for 100 Year - 24hr event Inflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Outflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af, Atten= 0%, Lag= 0.0 min Primary = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 788.62' @ 12.01 hrs Flood Elev= 788.00' Device Routing Invert Outlet Devices #1 Primary 787.00'24.0" Round Estimated diameter and pipe length from site plans L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 787.00' / 786.50' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 788.00'50.0' long x 50.0' 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=75.08 cfs @ 12.01 hrs HW=788.62' TW=782.10' (Dynamic Tailwater) 1=Estimated diameter and pipe length from site plans (Barrel Controls 9.89 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 65.18 cfs @ 2.12 fps) Summary for Pond S7: Storm Sewer Inflow Area = 67.700 ac, 23.45% Impervious, Inflow Depth > 1.89" for 100 Year - 24hr event Inflow = 46.17 cfs @ 12.77 hrs, Volume= 10.645 af Outflow = 17.31 cfs @ 13.92 hrs, Volume= 10.155 af, Atten= 63%, Lag= 69.0 min Primary = 9.61 cfs @ 13.92 hrs, Volume= 8.143 af Secondary = 7.70 cfs @ 13.92 hrs, Volume= 2.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.70' Surf.Area= 0.038 ac Storage= 0.009 af Peak Elev= 766.15' @ 13.92 hrs Surf.Area= 0.811 ac Storage= 1.603 af (1.595 af above start) Plug-Flow detention time= 73.0 min calculated for 10.142 af (95% of inflow) Center-of-Mass det. time= 51.3 min ( 1,029.1 - 977.8 ) Volume Invert Avail.Storage Storage Description #1 761.00' 2.349 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 761.00 0.000 0.0 0.000 0.000 0.000 763.00 0.310 615.0 0.207 0.207 0.691 764.00 0.350 660.0 0.330 0.536 0.797 765.00 0.390 710.0 0.370 0.906 0.923 766.00 0.790 1,100.0 0.578 1.485 2.213 767.00 0.940 1,220.0 0.864 2.349 2.722 112 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 761.70'15.0" Round Culvert L= 125.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.70' / 760.98' S= 0.0058 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 765.31'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 0.10 17.00 21.00 29.00 29.10 Elev. (feet) 770.00 768.00 767.42 766.00 765.31 770.00 Primary OutFlow Max=9.61 cfs @ 13.92 hrs HW=766.15' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 9.61 cfs @ 7.83 fps) Secondary OutFlow Max=7.70 cfs @ 13.92 hrs HW=766.15' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 7.70 cfs @ 1.13 fps) 113 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=764.61' Storage=5.057 af Inflow=82.09 cfs 8.637 afPond 1P: Badger Field Wetland Outflow=4.99 cfs 4.774 af Peak Elev=775.32' Storage=160,579 cf Inflow=48.22 cfs 3.887 afPond 2P: School Pond Outflow=32.70 cfs 3.276 af Peak Elev=781.78' Storage=1.215 af Inflow=60.17 cfs 3.375 afPond 3P: Church Pond Primary=7.60 cfs 3.375 af Secondary=0.00 cfs 0.000 af Outflow=7.60 cfs 3.375 af Peak Elev=780.39' Storage=0.575 af Inflow=19.24 cfs 1.489 afPond 4P: North Dry Pond Primary=4.88 cfs 1.290 af Secondary=0.00 cfs 0.000 af Outflow=4.88 cfs 1.290 af Peak Elev=767.73' Inflow=5.83 cfs 0.479 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=5.83 cfs 0.479 af Peak Elev=770.96' Inflow=5.83 cfs 0.479 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=5.83 cfs 0.479 af Peak Elev=772.98' Inflow=5.83 cfs 0.479 afPond S3: Storm Sewer Primary=5.83 cfs 0.479 af Secondary=0.00 cfs 0.000 af Outflow=5.83 cfs 0.479 af Peak Elev=780.33' Inflow=5.83 cfs 0.479 afPond S3.1: Casting Outflow=5.83 cfs 0.479 af Peak Elev=780.08' Inflow=6.97 cfs 0.524 afPond S4: Storm Sewer Primary=4.79 cfs 0.495 af Secondary=2.18 cfs 0.029 af Outflow=6.97 cfs 0.524 af Peak Elev=780.29' Inflow=6.97 cfs 0.524 afPond S4.1: Casting Outflow=6.97 cfs 0.524 af Peak Elev=775.73' Inflow=2.61 cfs 0.180 afPond S5: Storm Sewer Primary=2.61 cfs 0.180 af Secondary=0.00 cfs 0.000 af Outflow=2.61 cfs 0.180 af Peak Elev=776.79' Inflow=2.61 cfs 0.180 afPond S5.1: Casting Outflow=2.61 cfs 0.180 af Peak Elev=788.39' Inflow=40.88 cfs 2.377 afPond S6: Maintenance Building Culvert Outflow=40.88 cfs 2.377 af Peak Elev=763.11' Storage=0.242 af Inflow=4.99 cfs 4.774 afPond S7: Storm Sewer Primary=4.97 cfs 4.565 af Secondary=0.00 cfs 0.000 af Outflow=4.97 cfs 4.565 af 114 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.02' Storage=10.436 af Inflow=198.29 cfs 16.074 afPond 1P: Badger Field Wetland Outflow=9.33 cfs 6.600 af Peak Elev=775.44' Storage=168,222 cf Inflow=77.76 cfs 6.362 afPond 2P: School Pond Outflow=73.71 cfs 5.629 af Peak Elev=782.48' Storage=2.313 af Inflow=98.90 cfs 5.610 afPond 3P: Church Pond Primary=8.55 cfs 5.608 af Secondary=0.00 cfs 0.000 af Outflow=8.55 cfs 5.608 af Peak Elev=781.28' Storage=1.135 af Inflow=34.25 cfs 2.646 afPond 4P: North Dry Pond Primary=5.33 cfs 2.319 af Secondary=3.32 cfs 0.122 af Outflow=8.65 cfs 2.440 af Peak Elev=768.61' Inflow=11.31 cfs 0.926 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.31 cfs 0.926 af Peak Elev=775.66' Inflow=11.31 cfs 0.926 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.31 cfs 0.926 af Peak Elev=783.04' Inflow=11.71 cfs 0.929 afPond S3: Storm Sewer Primary=11.31 cfs 0.926 af Secondary=0.51 cfs 0.002 af Outflow=11.71 cfs 0.929 af Peak Elev=783.64' Inflow=11.71 cfs 0.929 afPond S3.1: Casting Outflow=11.71 cfs 0.929 af Peak Elev=780.19' Inflow=13.49 cfs 0.993 afPond S4: Storm Sewer Primary=4.82 cfs 0.801 af Secondary=8.67 cfs 0.192 af Outflow=13.49 cfs 0.993 af Peak Elev=780.99' Inflow=13.49 cfs 0.993 afPond S4.1: Casting Outflow=13.49 cfs 0.993 af Peak Elev=777.51' Inflow=5.32 cfs 0.355 afPond S5: Storm Sewer Primary=4.02 cfs 0.342 af Secondary=1.30 cfs 0.013 af Outflow=5.32 cfs 0.355 af Peak Elev=777.63' Inflow=5.32 cfs 0.355 afPond S5.1: Casting Outflow=5.32 cfs 0.355 af Peak Elev=788.54' Inflow=62.89 cfs 3.744 afPond S6: Maintenance Building Culvert Outflow=62.89 cfs 3.744 af Peak Elev=764.47' Storage=0.706 af Inflow=9.33 cfs 6.600 afPond S7: Storm Sewer Primary=7.27 cfs 6.152 af Secondary=0.00 cfs 0.000 af Outflow=7.27 cfs 6.152 af 115 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 2 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.15' Storage=11.050 af Inflow=255.94 cfs 20.519 afPond 1P: Badger Field Wetland Outflow=46.17 cfs 10.645 af Peak Elev=775.48' Storage=170,771 cf Inflow=94.20 cfs 7.772 afPond 2P: School Pond Outflow=91.41 cfs 6.979 af Peak Elev=782.84' Storage=2.987 af Inflow=120.91 cfs 6.904 afPond 3P: Church Pond Primary=8.99 cfs 6.902 af Secondary=0.00 cfs 0.000 af Outflow=8.99 cfs 6.902 af Peak Elev=781.43' Storage=1.257 af Inflow=42.90 cfs 3.326 afPond 4P: North Dry Pond Primary=5.40 cfs 2.630 af Secondary=13.62 cfs 0.488 af Outflow=19.02 cfs 3.117 af Peak Elev=768.62' Inflow=11.36 cfs 1.150 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.36 cfs 1.150 af Peak Elev=775.74' Inflow=11.36 cfs 1.150 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.36 cfs 1.150 af Peak Elev=783.17' Inflow=15.24 cfs 1.203 afPond S3: Storm Sewer Primary=11.36 cfs 1.150 af Secondary=3.98 cfs 0.053 af Outflow=15.24 cfs 1.203 af Peak Elev=784.18' Inflow=15.24 cfs 1.203 afPond S3.1: Casting Outflow=15.24 cfs 1.203 af Peak Elev=780.24' Inflow=17.35 cfs 1.275 afPond S4: Storm Sewer Primary=4.83 cfs 0.963 af Secondary=12.52 cfs 0.312 af Outflow=17.35 cfs 1.275 af Peak Elev=781.56' Inflow=17.35 cfs 1.275 afPond S4.1: Casting Outflow=17.35 cfs 1.275 af Peak Elev=777.55' Inflow=6.95 cfs 0.462 afPond S5: Storm Sewer Primary=4.05 cfs 0.421 af Secondary=2.90 cfs 0.041 af Outflow=6.95 cfs 0.462 af Peak Elev=777.76' Inflow=6.95 cfs 0.462 afPond S5.1: Casting Outflow=6.95 cfs 0.462 af Peak Elev=788.62' Inflow=75.15 cfs 4.519 afPond S6: Maintenance Building Culvert Outflow=75.15 cfs 4.519 af Peak Elev=766.15' Storage=1.603 af Inflow=46.17 cfs 10.645 afPond S7: Storm Sewer Primary=9.61 cfs 8.143 af Secondary=7.70 cfs 2.011 af Outflow=17.31 cfs 10.155 af 116 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX VIII Alternative #3 - HydroCAD 117 E MAIN STREET 126TH STREET 100 Onsite Basin 100 101 Onsite Basin 101 102 Onsite Basin 102 103 Onsite Basin 103 104 Onsite Basin 104 105 Onsite Basin 105 106 Onsite Basin 106 107 Onsite Basin 107 200 Offsite Basin 200 201S Offsite Basin 201 202 Offsite Basin 202 203 Offsite Basin 203 204 Offsite Basin 204 205 Offsite Basin 205 206 Offsite Basin 206 207 Offsite Basin 207 208 Offsite Basin 208 209 Offsite Basin 209 210 Offsite Basin 210 O1 Overflow 1 Outlet 1 Carrington Woods Outlet Outlet 2 Church Outlet Outlet 3 Mitchner Regulated Drain 1P Badger Field Wetland 2P School Pond 3P Church Pond 4P North Dry Pond S1CB Storm Sewer S2CB Storm Sewer S3CB Storm Sewer S3.1 CB Casting S4CB Storm Sewer S4.1 CB Casting S5CB Storm Sewer S5.1 CB Casting S6CB Maintenance Building Culvert S7 Storm Sewer Routing Diagram for Alternative 3 Conditions Prepared by VS Engineering, Printed 7/7/2019 HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 118 Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.200 68 1 acre lots, 20% imp, HSG B (209) 0.600 79 1 acre lots, 20% imp, HSG C (209) 0.500 70 1/2 acre lots, 25% imp, HSG B (202, 203) 1.800 80 1/2 acre lots, 25% imp, HSG C (202, 203) 14.300 61 >75% Grass cover, Good, HSG B (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 41.900 74 >75% Grass cover, Good, HSG C (100, 101, 102, 103, 104, 105, 106, 107, 200, 201S, 204, 205, 206, 207, 209, 210) 10.600 98 Impervious (102, 104, 107, 206, 207, 209, 210) 2.800 98 Impervious Area (201S, 205) 3.300 98 Paved parking, HSG B (100, 200) 9.200 98 Paved parking, HSG C (100, 200) 1.100 98 Pond (200) 4.300 55 Woods, Good, HSG B (100, 201S, 202, 203, 204, 208) 12.100 70 Woods, Good, HSG C (100, 201S, 202, 203, 204, 208) 102.700 77 TOTAL AREA 119 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>1.33"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=26.16 cfs 2.209 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=1.83 cfs 0.138 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>1.40"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=4.27 cfs 0.338 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>1.21"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=1.60 cfs 0.141 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>1.46"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=6.97 cfs 0.524 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=0.77 cfs 0.053 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>1.27"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=2.61 cfs 0.180 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>1.67"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=8.00 cfs 0.667 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>2.47"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=48.22 cfs 3.887 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>1.40"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=18.01 cfs 1.513 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>1.34"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=6.84 cfs 0.412 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>1.15"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=2.64 cfs 0.230 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>1.09"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=4.80 cfs 0.382 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>1.54"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=19.32 cfs 0.999 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>1.53"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=4.02 cfs 0.243 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>3.05"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=37.18 cfs 2.134 af 120 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>0.93"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=0.65 cfs 0.046 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>1.67"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=7.21 cfs 0.405 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>2.38"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=6.21 cfs 0.417 af Total Runoff Area = 102.700 ac Runoff Volume = 14.916 af Average Runoff Depth = 1.74" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 121 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>2.59"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=52.73 cfs 4.292 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>2.50"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=3.74 cfs 0.271 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>2.68"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=8.42 cfs 0.647 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>2.41"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=3.35 cfs 0.281 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>2.77"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=13.49 cfs 0.993 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=1.57 cfs 0.104 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>2.51"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=5.32 cfs 0.355 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.04"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=14.79 cfs 1.218 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.04"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=77.76 cfs 6.362 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>2.68"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=35.62 cfs 2.901 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>2.60"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=13.55 cfs 0.801 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>2.33"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=5.66 cfs 0.465 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.24"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=10.52 cfs 0.786 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>2.87"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=36.12 cfs 1.866 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>2.87"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=7.58 cfs 0.454 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>4.70"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=55.80 cfs 3.290 af 122 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.00"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=1.52 cfs 0.100 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.05"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=13.13 cfs 0.738 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>3.94"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=10.09 cfs 0.690 af Total Runoff Area = 102.700 ac Runoff Volume = 26.615 af Average Runoff Depth = 3.11" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 123 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=19.900 ac 13.07% Impervious Runoff Depth>3.35"Subcatchment 100: Onsite Basin 100 Flow Length=1,090' Tc=23.0 min CN=72 Runoff=68.66 cfs 5.560 af Runoff Area=1.300 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 101: Onsite Basin 101 Flow Length=1,140' Tc=18.8 min CN=71 Runoff=4.90 cfs 0.353 af Runoff Area=2.900 ac 6.90% Impervious Runoff Depth>3.45"Subcatchment 102: Onsite Basin 102 Flow Length=760' Slope=0.0100 '/' Tc=21.0 min CN=73 Runoff=10.89 cfs 0.835 af Runoff Area=1.400 ac 0.00% Impervious Runoff Depth>3.15"Subcatchment 103: Onsite Basin 103 Flow Length=780' Tc=24.0 min CN=70 Runoff=4.42 cfs 0.368 af Runoff Area=4.300 ac 11.63% Impervious Runoff Depth>3.56"Subcatchment 104: Onsite Basin 104 Flow Length=610' Tc=19.5 min CN=74 Runoff=17.35 cfs 1.275 af Runoff Area=0.500 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 105: Onsite Basin 105 Flow Length=330' Tc=16.1 min CN=71 Runoff=2.05 cfs 0.136 af Runoff Area=1.700 ac 0.00% Impervious Runoff Depth>3.26"Subcatchment 106: Onsite Basin 106 Flow Length=360' Tc=16.2 min CN=71 Runoff=6.95 cfs 0.462 af Runoff Area=4.800 ac 22.92% Impervious Runoff Depth>3.86"Subcatchment 107: Onsite Basin 107 Flow Length=650' Tc=23.7 min CN=77 Runoff=18.75 cfs 1.544 af Runoff Area=18.900 ac 58.20% Impervious Runoff Depth>4.93"Subcatchment 200: Offsite Basin 200 Flow Length=1,080' Tc=22.7 min CN=87 Runoff=94.20 cfs 7.772 af Runoff Area=13.000 ac 11.54% Impervious Runoff Depth>3.45"Subcatchment 201S: Offsite Basin 201 Flow Length=1,840' Tc=23.1 min CN=73 Runoff=46.10 cfs 3.740 af Runoff Area=3.700 ac 12.16% Impervious Runoff Depth>3.36"Subcatchment 202: Offsite Basin 202 Flow Length=330' Tc=12.6 min CN=72 Runoff=17.55 cfs 1.037 af Runoff Area=2.400 ac 5.21% Impervious Runoff Depth>3.06"Subcatchment 203: Offsite Basin 203 Flow Length=600' Slope=0.0300 '/' Tc=23.0 min CN=69 Runoff=7.51 cfs 0.611 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth>2.96"Subcatchment 204: Offsite Basin 204 Flow Length=560' Slope=0.0400 '/' Tc=19.6 min CN=68 Runoff=14.02 cfs 1.037 af Runoff Area=7.800 ac 16.67% Impervious Runoff Depth>3.67"Subcatchment 205: Offsite Basin 205 Flow Length=460' Tc=8.8 min CN=75 Runoff=45.93 cfs 2.385 af Runoff Area=1.900 ac 15.79% Impervious Runoff Depth>3.67"Subcatchment 206: Offsite Basin 206 Flow Length=360' Tc=13.0 min CN=75 Runoff=9.66 cfs 0.580 af Runoff Area=8.400 ac 80.95% Impervious Runoff Depth>5.63"Subcatchment 207: Offsite Basin 207 Flow Length=1,556' Tc=9.9 min CN=93 Runoff=66.07 cfs 3.939 af 124 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Runoff Area=0.600 ac 0.00% Impervious Runoff Depth>2.68"Subcatchment 208: Offsite Basin 208 Flow Length=290' Slope=0.0200 '/' Tc=15.2 min CN=65 Runoff=2.06 cfs 0.134 af Runoff Area=2.900 ac 22.76% Impervious Runoff Depth>3.87"Subcatchment 209: Offsite Basin 209 Flow Length=440' Tc=11.1 min CN=77 Runoff=16.56 cfs 0.936 af Runoff Area=2.100 ac 57.14% Impervious Runoff Depth>4.83"Subcatchment 210: Offsite Basin 210 Flow Length=1,150' Tc=16.4 min CN=86 Runoff=12.26 cfs 0.845 af Total Runoff Area = 102.700 ac Runoff Volume = 33.548 af Average Runoff Depth = 3.92" 72.99% Pervious = 74.965 ac 27.01% Impervious = 27.735 ac 125 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Onsite Basin 100 Runoff = 68.66 cfs @ 12.16 hrs, Volume= 5.560 af, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.400 61 >75% Grass cover, Good, HSG B 6.700 74 >75% Grass cover, Good, HSG C 0.700 98 Paved parking, HSG B 1.900 98 Paved parking, HSG C 2.100 55 Woods, Good, HSG B 6.100 70 Woods, Good, HSG C 19.900 72 Weighted Average 17.300 86.93% Pervious Area 2.600 13.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.1 350 0.0140 1.90 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 640 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 23.0 1,090 Total Summary for Subcatchment 101: Onsite Basin 101 Runoff = 4.90 cfs @ 12.12 hrs, Volume= 0.353 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.300 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.300 71 Weighted Average 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.6 490 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 550 0.0250 8.80 527.80 Channel Flow, Area= 60.0 sf Perim= 40.0' r= 1.50' n= 0.035 18.8 1,140 Total 126 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 102: Onsite Basin 102 Runoff = 10.89 cfs @ 12.14 hrs, Volume= 0.835 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.600 61 >75% Grass cover, Good, HSG B 2.100 74 >75% Grass cover, Good, HSG C * 0.200 98 Impervious 2.900 73 Weighted Average 2.700 93.10% Pervious Area 0.200 6.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.8 660 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.0 760 Total Summary for Subcatchment 103: Onsite Basin 103 Runoff = 4.42 cfs @ 12.18 hrs, Volume= 0.368 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.000 74 >75% Grass cover, Good, HSG C 1.400 70 Weighted Average 1.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.8 680 0.0060 1.16 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 24.0 780 Total 127 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 104: Onsite Basin 104 Runoff = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.000 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 4.300 74 Weighted Average 3.800 88.37% Pervious Area 0.500 11.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.7 190 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 3.6 320 0.0100 1.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.5 610 Total Summary for Subcatchment 105: Onsite Basin 105 Runoff = 2.05 cfs @ 12.08 hrs, Volume= 0.136 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 61 >75% Grass cover, Good, HSG B 0.400 74 >75% Grass cover, Good, HSG C 0.500 71 Weighted Average 0.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 230 0.0150 1.97 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.1 330 Total 128 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 106: Onsite Basin 106 Runoff = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.300 74 >75% Grass cover, Good, HSG C 1.700 71 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 260 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.2 360 Total Summary for Subcatchment 107: Onsite Basin 107 Runoff = 18.75 cfs @ 12.17 hrs, Volume= 1.544 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.900 61 >75% Grass cover, Good, HSG B 2.800 74 >75% Grass cover, Good, HSG C * 1.100 98 Impervious 4.800 77 Weighted Average 3.700 77.08% Pervious Area 1.100 22.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.7 100 0.0050 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 5.0 550 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 23.7 650 Total 129 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 200: Offsite Basin 200 Runoff = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af, Depth> 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.100 61 >75% Grass cover, Good, HSG B 5.800 74 >75% Grass cover, Good, HSG C 2.600 98 Paved parking, HSG B 7.300 98 Paved parking, HSG C * 1.100 98 Pond 18.900 87 Weighted Average 7.900 41.80% Pervious Area 11.000 58.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 3.9 380 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.6 600 0.0180 2.16 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 22.7 1,080 Total Summary for Subcatchment 201S: Offsite Basin 201 Runoff = 46.10 cfs @ 12.16 hrs, Volume= 3.740 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 2.500 61 >75% Grass cover, Good, HSG B 7.500 74 >75% Grass cover, Good, HSG C * 1.500 98 Impervious Area 0.400 55 Woods, Good, HSG B 1.100 70 Woods, Good, HSG C 13.000 73 Weighted Average 11.500 88.46% Pervious Area 1.500 11.54% Impervious Area 130 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.2 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 6.4 810 0.0170 2.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 930 0.0110 6.26 625.96 Channel Flow, Area= 100.0 sf Perim= 60.0' r= 1.67' n= 0.035 23.1 1,840 Total Summary for Subcatchment 202: Offsite Basin 202 Runoff = 17.55 cfs @ 12.05 hrs, Volume= 1.037 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 70 1/2 acre lots, 25% imp, HSG B 1.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 3.700 72 Weighted Average 3.250 87.84% Pervious Area 0.450 12.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 70 0.0600 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 5.0 260 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 330 Total Summary for Subcatchment 203: Offsite Basin 203 Runoff = 7.51 cfs @ 12.16 hrs, Volume= 0.611 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.100 70 1/2 acre lots, 25% imp, HSG B 0.400 80 1/2 acre lots, 25% imp, HSG C 0.500 55 Woods, Good, HSG B 1.400 70 Woods, Good, HSG C 2.400 69 Weighted Average 2.275 94.79% Pervious Area 0.125 5.21% Impervious Area 131 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 100 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.66" 3.0 500 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 23.0 600 Total Summary for Subcatchment 204: Offsite Basin 204 Runoff = 14.02 cfs @ 12.13 hrs, Volume= 1.037 af, Depth> 2.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 1.400 74 >75% Grass cover, Good, HSG C 0.600 55 Woods, Good, HSG B 1.700 70 Woods, Good, HSG C 4.200 68 Weighted Average 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.66" 7.7 460 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 560 Total Summary for Subcatchment 205: Offsite Basin 205 Runoff = 45.93 cfs @ 12.00 hrs, Volume= 2.385 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 1.700 61 >75% Grass cover, Good, HSG B 4.800 74 >75% Grass cover, Good, HSG C * 1.300 98 Impervious Area 7.800 75 Weighted Average 6.500 83.33% Pervious Area 1.300 16.67% Impervious Area 132 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 100 0.0500 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.66" 1.4 360 0.0800 4.24 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 8.8 460 Total Summary for Subcatchment 206: Offsite Basin 206 Runoff = 9.66 cfs @ 12.05 hrs, Volume= 0.580 af, Depth> 3.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.300 98 Impervious 1.900 75 Weighted Average 1.600 84.21% Pervious Area 0.300 15.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.3 260 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 13.0 360 Total Summary for Subcatchment 207: Offsite Basin 207 Runoff = 66.07 cfs @ 12.01 hrs, Volume= 3.939 af, Depth> 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 6.800 98 Impervious 8.400 93 Weighted Average 1.600 19.05% Pervious Area 6.800 80.95% Impervious Area 133 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.72 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.66" 0.3 136 0.0276 7.54 5.92 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 129 0.0233 6.92 5.44 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 1.5 440 0.0200 4.96 59.48 Channel Flow, Area= 12.0 sf Perim= 16.0' r= 0.75' n= 0.035 2.3 391 0.0030 2.88 3.54 Pipe Channel, 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 3.2 360 0.0160 1.90 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 9.9 1,556 Total Summary for Subcatchment 208: Offsite Basin 208 Runoff = 2.06 cfs @ 12.08 hrs, Volume= 0.134 af, Depth> 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 55 Woods, Good, HSG B 0.400 70 Woods, Good, HSG C 0.600 65 Weighted Average 0.600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 1.9 80 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.6 110 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 290 Total Summary for Subcatchment 209: Offsite Basin 209 Runoff = 16.56 cfs @ 12.03 hrs, Volume= 0.936 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" 134 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 10HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Area (ac) CN Description 0.400 61 >75% Grass cover, Good, HSG B 1.200 74 >75% Grass cover, Good, HSG C * 0.500 98 Impervious 0.200 68 1 acre lots, 20% imp, HSG B 0.600 79 1 acre lots, 20% imp, HSG C 2.900 77 Weighted Average 2.240 77.24% Pervious Area 0.660 22.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 2.0 340 0.0350 2.81 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 440 Total Summary for Subcatchment 210: Offsite Basin 210 Runoff = 12.26 cfs @ 12.08 hrs, Volume= 0.845 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year - 24hr Rainfall=6.46" Area (ac) CN Description 0.200 61 >75% Grass cover, Good, HSG B 0.700 74 >75% Grass cover, Good, HSG C * 1.200 98 Impervious 2.100 86 Weighted Average 0.900 42.86% Pervious Area 1.200 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 9.5 1,050 0.0150 1.84 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.4 1,150 Total 135 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 1HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Badger Field Wetland Inflow Area = 83.500 ac, 23.16% Impervious, Inflow Depth > 3.02" for 100 Year - 24hr event Inflow = 169.82 cfs @ 12.14 hrs, Volume= 21.018 af Outflow = 23.07 cfs @ 13.58 hrs, Volume= 10.651 af, Atten= 86%, Lag= 86.2 min Primary = 23.07 cfs @ 13.58 hrs, Volume= 10.651 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 760.76' Surf.Area= 0.069 ac Storage= 0.018 af Peak Elev= 766.07' @ 15.28 hrs Surf.Area= 4.675 ac Storage= 10.657 af (10.639 af above start) Flood Elev= 766.00' Surf.Area= 4.540 ac Storage= 10.329 af (10.312 af above start) Plug-Flow detention time= 295.3 min calculated for 10.629 af (51% of inflow) Center-of-Mass det. time= 149.0 min ( 1,024.5 - 875.5 ) Volume Invert Avail.Storage Storage Description #1 760.00' 15.876 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 760.00 0.000 0.0 0.000 0.000 0.000 761.00 0.120 300.0 0.040 0.040 0.164 762.00 0.670 680.0 0.358 0.398 0.845 763.00 1.530 1,087.0 1.071 1.469 2.159 764.00 2.400 1,415.0 1.949 3.417 3.658 765.00 3.470 2,183.0 2.919 6.336 8.707 766.00 4.540 2,200.0 3.993 10.329 8.852 767.00 6.620 2,242.0 5.547 15.876 9.196 Device Routing Invert Outlet Devices #1 Primary 761.90'12.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.90' / 761.70' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 766.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 30.00 410.00 460.00 Elev. (feet) 767.00 766.00 766.00 767.00 Primary OutFlow Max=23.02 cfs @ 13.58 hrs HW=766.07' TW=764.44' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.19 cfs @ 6.61 fps) 2=Asymmetrical Weir (Weir Controls 17.82 cfs @ 0.67 fps) Summary for Pond 2P: School Pond Inflow Area = 18.900 ac, 58.20% Impervious, Inflow Depth > 4.93" for 100 Year - 24hr event Inflow = 94.20 cfs @ 12.15 hrs, Volume= 7.772 af Outflow = 44.90 cfs @ 12.40 hrs, Volume= 5.310 af, Atten= 52%, Lag= 14.9 min Primary = 44.90 cfs @ 12.40 hrs, Volume= 5.310 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 136 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 775.36' @ 12.40 hrs Surf.Area= 62,248 sf Storage= 162,778 cf Flood Elev= 775.00' Surf.Area= 59,282 sf Storage= 141,168 cf Plug-Flow detention time= 224.9 min calculated for 5.310 af (68% of inflow) Center-of-Mass det. time= 129.6 min ( 930.9 - 801.2 ) Volume Invert Avail.Storage Storage Description #1 772.00' 204,664 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet)(sq-ft) (feet) (cubic-feet) (cubic-feet)(sq-ft) 772.00 31,564 1,240.0 0 0 31,564 773.00 44,572 1,290.0 37,881 37,881 41,710 774.00 51,447 1,340.0 47,968 85,850 52,256 775.00 59,282 1,380.0 55,318 141,168 61,021 776.00 67,806 1,400.0 63,496 204,664 65,658 Device Routing Invert Outlet Devices #1 Primary 772.00'8.0" Round HDPE Pipe L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 772.00' / 771.50' S= 0.0100 '/' Cc= 0.900 n= 0.014, Flow Area= 0.35 sf #2 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #3 Primary 774.21'12.0" Round Culvert L= 25.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 774.21' / 774.00' S= 0.0084 '/' Cc= 0.900 n= 0.024, Flow Area= 0.79 sf #4 Primary 775.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 70.00 155.00 255.00 310.00 400.00 475.00 Elev. (feet) 777.50 775.10 775.20 775.60 775.60 775.00 777.50 Primary OutFlow Max=44.87 cfs @ 12.40 hrs HW=775.36' TW=765.18' (Dynamic Tailwater) 1=HDPE Pipe (Barrel Controls 2.23 cfs @ 6.39 fps) 2=Culvert (Barrel Controls 2.15 cfs @ 2.99 fps) 3=Culvert (Barrel Controls 2.15 cfs @ 2.99 fps) 4=Asymmetrical Weir (Weir Controls 38.34 cfs @ 0.73 fps) Summary for Pond 3P: Church Pond Inflow Area = 18.100 ac, 46.41% Impervious, Inflow Depth > 4.58" for 100 Year - 24hr event Inflow = 120.91 cfs @ 12.01 hrs, Volume= 6.904 af Outflow = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af, Atten= 93%, Lag= 41.9 min Primary = 8.99 cfs @ 12.71 hrs, Volume= 6.902 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 137 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 782.84' @ 12.71 hrs Surf.Area= 2.031 ac Storage= 2.987 af Flood Elev= 783.00' Surf.Area= 2.150 ac Storage= 3.331 af Plug-Flow detention time= 123.6 min calculated for 6.902 af (100% of inflow) Center-of-Mass det. time= 123.4 min ( 915.5 - 792.2 ) Volume Invert Avail.Storage Storage Description #1 778.50' 5.775 af Stage Storage Areas (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.50 0.000 0.0 0.000 0.000 0.000 780.00 0.070 285.0 0.035 0.035 0.148 781.00 0.800 937.0 0.369 0.404 1.604 782.00 1.480 1,149.0 1.123 1.527 2.412 783.00 2.150 1,442.0 1.805 3.331 3.800 784.00 2.750 1,564.0 2.444 5.775 4.470 Device Routing Invert Outlet Devices #1 Primary 778.50'15.0" Round Culvert L= 75.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 778.50' / 777.10' S= 0.0187 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 38.00 60.00 78.00 130.00 170.00 200.00 Elev. (feet) 785.00 784.00 783.00 783.00 784.00 784.00 785.00 Primary OutFlow Max=8.99 cfs @ 12.71 hrs HW=782.84' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.99 cfs @ 7.32 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=778.50' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir ( Controls 0.00 cfs) Summary for Pond 4P: North Dry Pond Inflow Area = 9.800 ac, 30.20% Impervious, Inflow Depth > 4.07" for 100 Year - 24hr event Inflow = 42.90 cfs @ 12.07 hrs, Volume= 3.326 af Outflow = 20.00 cfs @ 12.33 hrs, Volume= 3.117 af, Atten= 53%, Lag= 15.6 min Primary = 4.45 cfs @ 12.35 hrs, Volume= 2.523 af Secondary = 15.55 cfs @ 12.33 hrs, Volume= 0.595 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 781.45' @ 12.33 hrs Surf.Area= 0.825 ac Storage= 1.274 af Flood Elev= 781.00' Surf.Area= 0.680 ac Storage= 0.935 af Plug-Flow detention time= 114.0 min calculated for 3.117 af (94% of inflow) Center-of-Mass det. time= 80.0 min ( 898.1 - 818.0 ) 138 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 778.00' 1.779 af North Dry Pond - from survey surface (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 778.00 0.050 382.0 0.000 0.000 0.050 779.00 0.190 729.0 0.112 0.112 0.754 780.00 0.400 1,048.0 0.289 0.401 1.790 781.00 0.680 1,272.0 0.534 0.935 2.740 782.00 1.020 1,309.0 0.844 1.779 2.917 Device Routing Invert Outlet Devices #1 Primary 775.90'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 775.90' / 774.78' S= 0.0053 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 779.32'24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads #3 Secondary 781.08'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 16.00 51.00 92.00 Elev. (feet) 782.00 781.33 781.08 782.00 Primary OutFlow Max=4.45 cfs @ 12.35 hrs HW=781.45' TW=777.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.45 cfs @ 5.67 fps) 2=Top of Riser (Passes 4.45 cfs of 22.08 cfs potential flow) Secondary OutFlow Max=15.54 cfs @ 12.33 hrs HW=781.45' TW=0.00' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 15.54 cfs @ 0.80 fps) Summary for Pond S1: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 768.62' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 766.30'24.0" Round Culvert L= 147.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 766.30' / 765.18' S= 0.0076 '/' Cc= 0.900 n= 0.025, Flow Area= 3.14 sf Primary OutFlow Max=11.35 cfs @ 12.04 hrs HW=768.62' TW=763.68' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.35 cfs @ 3.91 fps) 139 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 5HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S2: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 1.98" for 100 Year - 24hr event Inflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Outflow = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 775.74' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 769.64'18.0" Round Culvert L= 550.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 769.64' / 766.40' S= 0.0059 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=11.31 cfs @ 12.04 hrs HW=775.72' TW=768.62' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.31 cfs @ 6.40 fps) Summary for Pond S3: Storm Sewer Inflow Area = 20.100 ac, 18.21% Impervious, Inflow Depth > 2.01" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 3.371 af, Atten= 0%, Lag= 0.0 min Primary = 11.36 cfs @ 12.04 hrs, Volume= 3.318 af Secondary = 3.98 cfs @ 12.15 hrs, Volume= 0.053 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 783.17' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 770.07'15.0" Round Culvert L= 200.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 770.07' / 769.64' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 783.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 4.00 24.00 50.00 Elev. (feet) 784.00 783.00 783.00 784.00 Primary OutFlow Max=11.06 cfs @ 12.04 hrs HW=782.99' TW=775.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.06 cfs @ 9.01 fps) Secondary OutFlow Max=3.98 cfs @ 12.15 hrs HW=783.17' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 3.98 cfs @ 0.94 fps) 140 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 6HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S3.1: Casting Inflow Area = 4.300 ac, 4.65% Impervious, Inflow Depth > 3.36" for 100 Year - 24hr event Inflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Outflow = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af, Atten= 0%, Lag= 0.0 min Primary = 15.24 cfs @ 12.15 hrs, Volume= 1.203 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 784.18' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 779.90'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=15.23 cfs @ 12.15 hrs HW=784.18' TW=783.17' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 15.23 cfs @ 4.85 fps) Summary for Pond S4: Storm Sewer Inflow Area = 15.800 ac, 21.90% Impervious, Inflow Depth > 2.06" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 2.711 af, Atten= 0%, Lag= 0.0 min Primary = 4.78 cfs @ 11.74 hrs, Volume= 2.168 af Secondary = 17.35 cfs @ 12.12 hrs, Volume= 0.543 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 780.30' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 773.38'12.0" Round Culvert L= 425.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 773.38' / 770.75' S= 0.0062 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 780.00'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 25.00 60.00 84.00 Elev. (feet) 781.00 780.00 780.00 781.00 Primary OutFlow Max=4.30 cfs @ 11.74 hrs HW=780.05' TW=773.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.30 cfs @ 5.47 fps) Secondary OutFlow Max=17.35 cfs @ 12.12 hrs HW=780.30' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 17.35 cfs @ 1.17 fps) Summary for Pond S4.1: Casting Inflow Area = 4.300 ac, 11.63% Impervious, Inflow Depth > 3.56" for 100 Year - 24hr event Inflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Outflow = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af, Atten= 0%, Lag= 0.0 min Primary = 17.35 cfs @ 12.12 hrs, Volume= 1.275 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 141 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 7HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Peak Elev= 781.61' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 777.08'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.34 cfs @ 12.12 hrs HW=781.61' TW=780.30' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 17.34 cfs @ 5.52 fps) Summary for Pond S5: Storm Sewer Inflow Area = 11.500 ac, 25.74% Impervious, Inflow Depth > 3.11" for 100 Year - 24hr event Inflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af Outflow = 11.03 cfs @ 12.09 hrs, Volume= 2.984 af, Atten= 0%, Lag= 0.0 min Primary = 4.01 cfs @ 13.15 hrs, Volume= 1.437 af Secondary = 11.03 cfs @ 12.09 hrs, Volume= 1.548 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.66' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 774.71'12.0" Round Culvert L= 210.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 774.71' / 773.38' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 777.39'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 40.00 160.00 216.00 Height (feet) 1.61 0.50 0.00 1.61 Primary OutFlow Max=0.00 cfs @ 13.15 hrs HW=777.49' TW=780.04' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=11.03 cfs @ 12.09 hrs HW=777.66' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 11.03 cfs @ 0.54 fps) Summary for Pond S5.1: Casting Inflow Area = 1.700 ac, 0.00% Impervious, Inflow Depth > 3.26" for 100 Year - 24hr event Inflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Outflow = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Primary = 6.95 cfs @ 12.08 hrs, Volume= 0.462 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 777.87' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 776.54'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.93 cfs @ 12.08 hrs HW=777.87' TW=777.66' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 6.93 cfs @ 2.21 fps) 142 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 8HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Summary for Pond S6: Maintenance Building Culvert Inflow Area = 10.300 ac, 68.93% Impervious, Inflow Depth > 5.26" for 100 Year - 24hr event Inflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Outflow = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af, Atten= 0%, Lag= 0.0 min Primary = 75.15 cfs @ 12.01 hrs, Volume= 4.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 788.62' @ 12.01 hrs Flood Elev= 788.00' Device Routing Invert Outlet Devices #1 Primary 787.00'24.0" Round Estimated diameter and pipe length from site plans L= 80.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 787.00' / 786.50' S= 0.0063 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Primary 788.00'50.0' long x 50.0' 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=75.08 cfs @ 12.01 hrs HW=788.62' TW=782.10' (Dynamic Tailwater) 1=Estimated diameter and pipe length from site plans (Barrel Controls 9.89 cfs @ 4.97 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 65.18 cfs @ 2.12 fps) Summary for Pond S7: Storm Sewer Inflow Area = 83.500 ac, 23.16% Impervious, Inflow Depth > 1.53" for 100 Year - 24hr event Inflow = 23.07 cfs @ 13.58 hrs, Volume= 10.651 af Outflow = 15.12 cfs @ 15.31 hrs, Volume= 9.920 af, Atten= 34%, Lag= 103.9 min Primary = 9.49 cfs @ 15.31 hrs, Volume= 8.244 af Secondary = 5.64 cfs @ 15.31 hrs, Volume= 1.676 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Starting Elev= 761.70' Surf.Area= 0.038 ac Storage= 0.009 af Peak Elev= 766.05' @ 15.31 hrs Surf.Area= 0.797 ac Storage= 1.522 af (1.513 af above start) Plug-Flow detention time= 76.1 min calculated for 9.911 af (93% of inflow) Center-of-Mass det. time= 47.7 min ( 1,072.2 - 1,024.5 ) Volume Invert Avail.Storage Storage Description #1 761.00' 2.349 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 761.00 0.000 0.0 0.000 0.000 0.000 763.00 0.310 615.0 0.207 0.207 0.691 764.00 0.350 660.0 0.330 0.536 0.797 765.00 0.390 710.0 0.370 0.906 0.923 766.00 0.790 1,100.0 0.578 1.485 2.213 767.00 0.940 1,220.0 0.864 2.349 2.722 143 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 9HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 761.70'15.0" Round Culvert L= 125.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 761.70' / 760.98' S= 0.0058 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 765.31'Asymmetrical Weir, C= 2.60 Offset (feet) 0.00 0.10 17.00 21.00 29.00 29.10 Elev. (feet) 770.00 768.00 767.42 766.00 765.31 770.00 Primary OutFlow Max=9.49 cfs @ 15.31 hrs HW=766.05' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 9.49 cfs @ 7.73 fps) Secondary OutFlow Max=5.64 cfs @ 15.31 hrs HW=766.05' TW=0.00' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 5.64 cfs @ 0.95 fps) 144 Type II 24-hr 10 Year - 24 hr Rainfall=3.83"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 2HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=764.39' Storage=4.433 af Inflow=67.53 cfs 8.633 afPond 1P: Badger Field Wetland Outflow=4.73 cfs 4.504 af Peak Elev=774.46' Storage=110,213 cf Inflow=48.22 cfs 3.887 afPond 2P: School Pond Outflow=2.17 cfs 1.925 af Peak Elev=781.78' Storage=1.215 af Inflow=60.17 cfs 3.375 afPond 3P: Church Pond Primary=7.60 cfs 3.375 af Secondary=0.00 cfs 0.000 af Outflow=7.60 cfs 3.375 af Peak Elev=780.48' Storage=0.623 af Inflow=19.24 cfs 1.489 afPond 4P: North Dry Pond Primary=3.95 cfs 1.290 af Secondary=0.00 cfs 0.000 af Outflow=3.95 cfs 1.290 af Peak Elev=768.17' Inflow=8.78 cfs 1.825 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=8.78 cfs 1.825 af Peak Elev=772.44' Inflow=8.78 cfs 1.825 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=8.78 cfs 1.825 af Peak Elev=777.00' Inflow=8.78 cfs 1.825 afPond S3: Storm Sewer Primary=8.78 cfs 1.825 af Secondary=0.00 cfs 0.000 af Outflow=8.78 cfs 1.825 af Peak Elev=780.33' Inflow=5.83 cfs 0.479 afPond S3.1: Casting Outflow=5.83 cfs 0.479 af Peak Elev=780.12' Inflow=6.97 cfs 1.423 afPond S4: Storm Sewer Primary=4.78 cfs 1.347 af Secondary=3.98 cfs 0.076 af Outflow=6.97 cfs 1.423 af Peak Elev=780.33' Inflow=6.97 cfs 0.524 afPond S4.1: Casting Outflow=6.97 cfs 0.524 af Peak Elev=777.60' Inflow=6.08 cfs 1.470 afPond S5: Storm Sewer Primary=3.99 cfs 0.898 af Secondary=6.08 cfs 0.572 af Outflow=6.08 cfs 1.470 af Peak Elev=777.63' Inflow=2.61 cfs 0.180 afPond S5.1: Casting Outflow=2.61 cfs 0.180 af Peak Elev=788.39' Inflow=40.88 cfs 2.377 afPond S6: Maintenance Building Culvert Outflow=40.88 cfs 2.377 af Peak Elev=763.05' Storage=0.221 af Inflow=4.73 cfs 4.504 afPond S7: Storm Sewer Primary=4.72 cfs 4.300 af Secondary=0.00 cfs 0.000 af Outflow=4.72 cfs 4.300 af 145 Type II 24-hr 50 Year - 24hr Rainfall=5.52"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 3HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.01' Storage=10.385 af Inflow=130.17 cfs 16.350 afPond 1P: Badger Field Wetland Outflow=7.26 cfs 6.133 af Peak Elev=775.23' Storage=154,963 cf Inflow=77.76 cfs 6.362 afPond 2P: School Pond Outflow=15.99 cfs 3.995 af Peak Elev=782.48' Storage=2.313 af Inflow=98.90 cfs 5.610 afPond 3P: Church Pond Primary=8.55 cfs 5.608 af Secondary=0.00 cfs 0.000 af Outflow=8.55 cfs 5.608 af Peak Elev=781.31' Storage=1.163 af Inflow=34.25 cfs 2.646 afPond 4P: North Dry Pond Primary=4.40 cfs 2.236 af Secondary=5.01 cfs 0.205 af Outflow=9.39 cfs 2.440 af Peak Elev=768.61' Inflow=11.31 cfs 2.837 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.31 cfs 2.837 af Peak Elev=775.66' Inflow=11.31 cfs 2.837 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.31 cfs 2.837 af Peak Elev=783.04' Inflow=11.71 cfs 2.839 afPond S3: Storm Sewer Primary=11.31 cfs 2.837 af Secondary=0.51 cfs 0.002 af Outflow=11.71 cfs 2.839 af Peak Elev=783.64' Inflow=11.71 cfs 0.929 afPond S3.1: Casting Outflow=11.71 cfs 0.929 af Peak Elev=780.26' Inflow=13.49 cfs 2.276 afPond S4: Storm Sewer Primary=4.78 cfs 1.911 af Secondary=13.49 cfs 0.365 af Outflow=13.49 cfs 2.276 af Peak Elev=781.05' Inflow=13.49 cfs 0.993 afPond S4.1: Casting Outflow=13.49 cfs 0.993 af Peak Elev=777.64' Inflow=9.24 cfs 2.591 afPond S5: Storm Sewer Primary=4.01 cfs 1.283 af Secondary=9.24 cfs 1.308 af Outflow=9.24 cfs 2.591 af Peak Elev=777.77' Inflow=5.32 cfs 0.355 afPond S5.1: Casting Outflow=5.32 cfs 0.355 af Peak Elev=788.54' Inflow=62.89 cfs 3.744 afPond S6: Maintenance Building Culvert Outflow=62.89 cfs 3.744 af Peak Elev=764.03' Storage=0.548 af Inflow=7.26 cfs 6.133 afPond S7: Storm Sewer Primary=6.52 cfs 5.671 af Secondary=0.00 cfs 0.000 af Outflow=6.52 cfs 5.671 af 146 Type II 24-hr 100 Year - 24hr Rainfall=6.46"Alternative 3 Conditions Printed 7/7/2019Prepared by VS Engineering Page 4HydroCAD® 10.00-12 s/n 08598 © 2014 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Peak Elev=766.07' Storage=10.657 af Inflow=169.82 cfs 21.018 afPond 1P: Badger Field Wetland Outflow=23.07 cfs 10.651 af Peak Elev=775.36' Storage=162,778 cf Inflow=94.20 cfs 7.772 afPond 2P: School Pond Outflow=44.90 cfs 5.310 af Peak Elev=782.84' Storage=2.987 af Inflow=120.91 cfs 6.904 afPond 3P: Church Pond Primary=8.99 cfs 6.902 af Secondary=0.00 cfs 0.000 af Outflow=8.99 cfs 6.902 af Peak Elev=781.45' Storage=1.274 af Inflow=42.90 cfs 3.326 afPond 4P: North Dry Pond Primary=4.45 cfs 2.523 af Secondary=15.55 cfs 0.595 af Outflow=20.00 cfs 3.117 af Peak Elev=768.62' Inflow=11.36 cfs 3.318 afPond S1: Storm Sewer 24.0" Round Culvert n=0.025 L=147.0' S=0.0076 '/' Outflow=11.36 cfs 3.318 af Peak Elev=775.74' Inflow=11.36 cfs 3.318 afPond S2: Storm Sewer 18.0" Round Culvert n=0.013 L=550.0' S=0.0059 '/' Outflow=11.36 cfs 3.318 af Peak Elev=783.17' Inflow=15.24 cfs 3.371 afPond S3: Storm Sewer Primary=11.36 cfs 3.318 af Secondary=3.98 cfs 0.053 af Outflow=15.24 cfs 3.371 af Peak Elev=784.18' Inflow=15.24 cfs 1.203 afPond S3.1: Casting Outflow=15.24 cfs 1.203 af Peak Elev=780.30' Inflow=17.35 cfs 2.711 afPond S4: Storm Sewer Primary=4.78 cfs 2.168 af Secondary=17.35 cfs 0.543 af Outflow=17.35 cfs 2.711 af Peak Elev=781.61' Inflow=17.35 cfs 1.275 afPond S4.1: Casting Outflow=17.35 cfs 1.275 af Peak Elev=777.66' Inflow=11.03 cfs 2.984 afPond S5: Storm Sewer Primary=4.01 cfs 1.437 af Secondary=11.03 cfs 1.548 af Outflow=11.03 cfs 2.984 af Peak Elev=777.87' Inflow=6.95 cfs 0.462 afPond S5.1: Casting Outflow=6.95 cfs 0.462 af Peak Elev=788.62' Inflow=75.15 cfs 4.519 afPond S6: Maintenance Building Culvert Outflow=75.15 cfs 4.519 af Peak Elev=766.05' Storage=1.522 af Inflow=23.07 cfs 10.651 afPond S7: Storm Sewer Primary=9.49 cfs 8.244 af Secondary=5.64 cfs 1.676 af Outflow=15.12 cfs 9.920 af 147 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX IX Option 2 Exhibit 148 7 8 5 7 8 57847 83 7 8 4 7 8 3 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateRegrade Church Property & PondCarmel, IN19-41027/3/20191Option #2 (part 1 of 2)JV1"=50'Feet 0 25 50 Badger Fields Drainage Study149 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateRegrade Church Property & PondCarmel, IN19-41027/3/20192Option #2 (part 2 of 2)JV1"=50'Feet 0 25 50 Badger Fields Drainage Study150 7 8 5 7 8 57847 83 7 8 4 7 8 3 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateRegrade Church Property & PondCarmel, IN19-41027/3/20193Option #2 (part 1 of 2)JV1"=50'Feet 0 25 50 Badger Fields Drainage Study151 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateRegrade Church Property & PondCarmel, IN19-41027/3/20194Option #2 (part 2 of 2)JV1"=50'Feet 0 25 50 Badger Fields Drainage Study152 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX X Option 5 Exhibit 153 766765764763 766 765 764 763 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateBadger Fields Wetland BermCarmel, IN19-41027/3/20191Option #5JV1"=50'Feet 0 25 50 Badger Fields Drainage Study154 766765764763 766 765 764 763 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateBadger Fields Wetland BermCarmel, IN19-41027/3/20192Option #5JV1"=50'Feet 0 25 50 Badger Fields Drainage Study155 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX XI Option 7 Exhibit 156 LOT 6 LOT 7 LOT 8 Inst. #2012030465 M. & J Vollbrecht Inst #2008051856 & 200100047983 W. & M. Farrell Inst. #19990965112 & #2015061811 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateSchool Pond - New OutletCarmel, IN19-41027/3/20191Option #7 Conceptual ExhibitJV1"=50'Feet 0 25 50 Badger Fields Drainage Study157 Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateSchool Pond - New OutletCarmel, IN19-41027/3/20192Option #7 Conceptual ExhibitJV1"=50'Feet 0 25 50 Badger Fields Drainage Study158 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX XII Photo Log 159 1-45-8911101213191827262833-343839404144515231-3229-3023-2520-2216-1714-1535-3742-4345-50Project No:Sheet No:Designed:Drawn:Checked:Scale:Date:Sym.RevisionsDateBadger Fields Drainage Study19-41026.25.20191Photo Log MapJV1" = 200'Feet0100200Carmel, IN160 Photo 1: Wetland study Station: Looking towards the wetland Photo 2: Wetland study Station: Photo 3: Wetland study Station: Photo 4: Wetland Study Station: 161 Photo 5: 15” CPP under cross country trail Station: Photo 6: Looking east at path Station: Photo 7: Overflow from natural channel Station: Looking north Photo 8: Overflow from natural channel Station: Looking east 162 Photo 9: Confirmed low spot along dry pond embankment Station: Looking northeast towards church dry pond Photo 10: Overflow pipe from school’s dry pond Station: Note that it flows east into the wetland Photo 11: Evidence of overflow from channel shown in Station: photos 5-8 Photo 12: Looking upstream towards school’s dry pond outlet Station: 163 Photo 13: Looking southeast at 15” CPP Station: Photo 14: Looking south. Note swale from photo 15 drains Station: east into ditch downstream of photo 16 Photo 15: Looking north at swale Station: Photo 16: Looking south at school’s swale Station: 164 Photo 17: Looking northwest at school’s swale Station: Photo 18: Looking south at manhole and swale that runs south Station: Note that this casting is solid and not a grate casting Photo 19: Small outlet pipe runs north from swale shown in Station: photos 16 and 17 Photo 20: Looking north at grate inlet and approach swale Station: 165 Photo 21: Looking east at grate inlet and approach swale Station: Photo 22: Looking south at grate inlet and approach swale Station: Photo 23: Looking east from high point (start of swale) Station: Photo 24: Looking south from high point (start of swale) Station: 166 Photo 25: Looking north from high point (start of swale) Station: Photo 26: Looking east at approach swale and clogged inlet Station: Photo 27: Looking north at one of the school’s dry ponds Station: Note outlet coming from the northeast Photo 28: Inlet was not in the site plan Schneider Engineering Station: Survey shows it drains south through storm sewer. Inconclusive 167 Photo 29: Looking east at outlet for north dry basin Station: Photo 30: Looking west from dry basin outlet. Station: Photo 31: Looking northeast at roadway culvert and low spot Station: Note that flow from culvert drains into north dry pond Photo 32: Looking north at the roadway culvert Station: 168 Photo 33: Looking west along north dry pond’s top of bank Station: Photo 34: Looking east along north dry pond’s top of bank Station: Photo 35: Looking east at CMP under drive Station: Photo 36: Looking west at north dry pond Station: 169 Photo 37: Looking south at approach swale to north dry pond Station: Photo 38: Badger Fields, looking southeast Station: Photo 39: Looking north at double culvert under Main Street Station: Photo 40: Badger Fields Station: 170 Photo 41: Looking north at grass areas between parking lots Station: Photo 42: Looking south at swale on Church’s property Station: Photo 43: Looking northeast at swale Station: Photo 44: Looking south at swale on church’s property Station: 171 Photo 45: Looking south at culvert under maintenance building Station: access road. Note low spot and scour around tree. Photo 46: Scour shown in photo 47 Station: Photo 47: The swale leading to the culvert appears to overflow Station: west-southwest and jump watersheds Photo 48: Sign of scour around maintenance building’s access Station: road culvert 172 Photo 49: Scour shown in photo 48 Station: Photo 50: Culvert under maintenance building’s access road Station: Approximately 24 to 30 inches in diameter Photo 51: Looking southeast towards school’s dry pond Station: Photo 52: Looking east along 126th Street Station: Note that the Carrington Woods outlet is being enclosed. 173 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX XIII Chronological List of Historical Documents Reviewed 174 Chronological List of Historical Records Reviewed: Historical Record Author Date Carmel Dad’s Club – Site Plan Schneider Engineering Corp. 1978 ? Carmel Dad’s Club – Topo Site Plan Schneider Engineering Corp. 1978 ? Carrington Woods & Carmel Dad’s Club Drainage Issue (52 pages of correspondence) 1978-1994 Carrington Woods Plan Set Weihe Engineers 3/10/1987 Timber Crest Bend Plans Weihe Engineers 5/1990 Carmel Dad’s Club – Carrington Woods Berm Plan Schneider Engineering Corp. 7/8/1991 Carrington Woods Hydrologic Report Weihe Engineers 10/13/1994 Emerald Crest & Delaware Commons Drainage Report David Homes, LLC 2/1/1999 Emerald Crest Section 1 As-Builts Davis Homes, LLC 6/7/1999 Emerald Crest Section 1 Construction Plans Davis Homes, LLC 6/22/1999 Emerald Crest Section 2 Construction Plans Davis Homes, LLC 5/15/2000 Emerald Crest Section 2 As-Builts Davis Homes, LLC 9/7/2000 Northview Christian Church Plans Civil & Env. Consultants 9/2001 Clay Junior HS Plans Weihe Engineers 12/18/2001 Northview Christian Life Church Drainage Report Charlier Clark & Linard, PC 12/2/2002 Clay Junior HS Drainage Report Fanning/Howey Associates, Inc 10/3/2002 Clay Junior HS Drainage Report Fanning/Howey Associates, Inc 9/11/2003 Clay Junior HS Plan Set Fanning/Howey Associates, Inc 10/1/2003 Clay Junior HS Storm Sewer As-Built Sheet Fanning/Howey Associates, Inc 10/1/2003 Northview Christian Church Plans – NE Parking Lot CrossRoad Engineers, PC 12/22/2006 Northview Christian Church Plans – Sanctuary CrossRoad Engineers, PC 4/25/2008 Northview Christian Church Drainage Report CrossRoad Engineers, PC 5/1/2008 Northview Christian Church Maintenance Bldg. Plans CrossRoad Engineers, PC 6/26/2014 Northview Church Drainage Report CrossRoad Engineers, PC 8/14/2015 15 Inch Drain Pipe History (2 pages of correspondence) 1/2016 175 Job #19-4102 Drainage Narrative for Badger Fields Drainage Improvement July 2019 APPENDIX XIV Cost Estimates 176 Line Item Quantity Unit Median Unit Price Total Cost 1 Mobilization / Demobiliazation 1 LS $1,480.00 $1,480.00 2 Clearing & Grubbing 0 ACRES $5,000.00 $0.00 3 Construction Entrance 2 LS $2,500.00 $5,000.00 4 Strip & Stockpile Topsoil 150 CYD $7.00 $1,050.00 5 Silt Fence 420 LF $4.00 $1,680.00 6 Erosion Control Blankets 800 SY $3.00 $2,400.00 7 Excavation 0 CYD $15.00 $0.00 8 Compacted Earthfill 400 CYD $12.00 $4,800.00 9 Earthfill (Ditch Regrading)0 CYD $8.00 $0.00 10 Topoil Placement 150 CYD $7.00 $1,050.00 11 Seeding 0.5 ACRES $5,000.00 $2,500.00 12 Revetment Riprap 0 TONS $60.00 $0.00 13 Pipe Removal 0 LF $23.00 $0.00 14 8" HDPE 0 LF $25.00 $0.00 15 12" RCP 0 LF $75.00 $0.00 16 15" RCP 0 LF $80.00 $0.00 17 18" RCP 0 LF $90.00 $0.00 18 21" RCP 0 LF $105.00 $0.00 19 24" RCP 0 LF $110.00 $0.00 20 48" Manhole 0 Each $3,500.00 $0.00 21 60" Manhole 0 Each $5,000.00 $0.00 22 Fence Removal & Reset 0 LF $50.00 $0.00 23 Reconstruct Sidewalk 0 SY $35.00 $0.00 Subtotal $19,960.00 w/Contingency (20%)$23,952.00 24 Construction Engineering 1 5%$1,197.60 $1,197.60 25 Professional Services 1 15%$3,592.80 $3,592.80 Subtotal $4,790.40 Total Project Cost $28,742.40 Engineer's Estimate of Probable Costs Badger Fields Drainage Study Carmel, Indiana Option 2 - Regrade Church Property & Pond 177 Line Item Quantity Unit Median Unit Price Total Cost 1 Mobilization / Demobiliazation 1 LS $2,864.00 $2,864.00 2 Clearing & Grubbing 0.1 ACRES $5,000.00 $500.00 3 Construction Entrance 0 LS $2,500.00 $0.00 4 Strip & Stockpile Topsoil 200 CYD $7.00 $1,400.00 5 Silt Fence 750 LF $4.00 $3,000.00 6 Erosion Control Blankets 0 SY $3.00 $0.00 7 Excavation 0 CYD $15.00 $0.00 8 Compacted Earthfill 0 CYD $12.00 $0.00 9 Earthfill (Ditch Regrading)0 CYD $8.00 $0.00 10 Topoil Placement 0 CYD $7.00 $0.00 11 Seeding 0.25 ACRES $5,000.00 $1,250.00 12 Revetment Riprap 0.6 TONS $60.00 $36.00 13 Pipe Removal 210 LF $23.00 $4,830.00 14 8" HDPE 0 LF $25.00 $0.00 15 12" RCP 330 LF $75.00 $24,750.00 16 15" RCP 0 LF $80.00 $0.00 17 18" RCP 0 LF $90.00 $0.00 18 21" RCP 0 LF $105.00 $0.00 19 24" RCP 0 LF $110.00 $0.00 20 48" Manhole 0 Each $3,500.00 $0.00 21 60" Manhole 0 Each $5,000.00 $0.00 22 Fence Removal & Reset 0 LF $50.00 $0.00 23 Reconstruct Sidewalk 0 SY $35.00 $0.00 Subtotal $38,630.00 w/Contingency (30%)$50,219.00 24 Construction Engineering 1 15%$7,532.85 $7,532.85 25 Professional Services 1 15%$7,532.85 $7,532.85 Subtotal $15,065.70 Total Project Cost $65,284.70 Engineer's Estimate of Probable Costs Badger Fields Drainage Study Carmel, Indiana Option 3 - Re-route North Dry Pond & Adjacent Basins to Regulated Drain 178 Line Item Quantity Unit Median Unit Price Total Cost 1 Mobilization / Demobiliazation 1 LS $2,464.00 $2,464.00 2 Clearing & Grubbing 0.6 ACRES $10,000.00 $6,000.00 3 Construction Entrance 1 LS $2,500.00 $2,500.00 4 Strip & Stockpile Topsoil 240 CYD $7.00 $1,680.00 5 Silt Fence 0 LF $4.00 $0.00 6 Erosion Control Blankets 1300 SY $3.00 $3,900.00 7 Excavation 0 CYD $15.00 $0.00 8 Compacted Earthfill 900 CYD $12.00 $10,800.00 9 Earthfill (Ditch Regrading)0 CYD $8.00 $0.00 10 Topoil Placement 0 CYD $7.00 $0.00 11 Seeding 0.6 ACRES $5,000.00 $3,000.00 12 Revetment Riprap 1.2 TONS $60.00 $72.00 13 Pipe Removal 0 LF $23.00 $0.00 14 8" HDPE 0 LF $25.00 $0.00 15 12" RCP 38 LF $75.00 $2,850.00 16 15" RCP 0 LF $80.00 $0.00 17 18" RCP 0 LF $90.00 $0.00 18 21" RCP 0 LF $105.00 $0.00 19 24" RCP 0 LF $110.00 $0.00 20 48" Manhole 0 Each $3,500.00 $0.00 21 60" Manhole 0 Each $5,000.00 $0.00 22 Fence Removal & Reset 0 LF $50.00 $0.00 23 Reconstruct Sidewalk 0 SY $35.00 $0.00 Subtotal $33,266.00 w/Contingency (20%)$39,919.20 24 Construction Engineering 1 5%$1,995.96 $1,995.96 25 Professional Services 1 15%$5,987.88 $5,987.88 Subtotal $7,983.84 Total Project Cost $47,903.04 Engineer's Estimate of Probable Costs Badger Fields Drainage Study Carmel, Indiana Option 5 - Badger Fields Wetland Berm 179 Line Item Quantity Unit Median Unit Price Total Cost 1 Mobilization / Demobiliazation 1 LS $500.00 $500.00 2 Clearing & Grubbing 0.1 ACRES $5,000.00 $500.00 3 Construction Entrance 1 LS $2,500.00 $2,500.00 4 Strip & Stockpile Topsoil 0 CYD $7.00 $0.00 5 Silt Fence 50 LF $4.00 $200.00 6 Erosion Control Blankets 20 SY $3.00 $60.00 7 Excavation 10 CYD $15.00 $150.00 8 Compacted Earthfill 10 CYD $12.00 $120.00 9 Earthfill (Ditch Regrading)0 CYD $8.00 $0.00 10 Topoil Placement 0 CYD $7.00 $0.00 11 Seeding 0.1 ACRES $5,000.00 $500.00 12 Revetment Riprap 1.2 TONS $60.00 $72.00 13 Pipe Removal 0 LF $23.00 $0.00 14 8" HDPE 50 LF $25.00 $1,250.00 15 12" RCP 0 LF $75.00 $0.00 16 15" RCP 0 LF $80.00 $0.00 17 18" RCP 0 LF $90.00 $0.00 18 21" RCP 0 LF $105.00 $0.00 19 24" RCP 0 LF $110.00 $0.00 20 48" Manhole 0 Each $3,500.00 $0.00 21 60" Manhole 0 Each $5,000.00 $0.00 22 Fence Removal & Reset 10 LF $50.00 $500.00 23 Reconstruct Sidewalk 10 SY $35.00 $350.00 Subtotal $6,702.00 w/Contingency (20%)$8,042.40 24 Construction Engineering 1 5%$402.12 $402.12 25 Professional Services 1 15%$1,206.36 $1,206.36 Subtotal $1,608.48 Total Project Cost $9,650.88 Engineer's Estimate of Probable Costs Badger Fields Drainage Study Carmel, Indiana Option 7 - School Pond, New Outlet 180