Loading...
2019-03-06 Stormwater Report Rev. 1 Copyright 2019 Milone & MacBroom, Inc. Stormwater Report Burts Pit Road Northampton, Massachusetts November 26, 2018 (Revised March 6, 2019) Prepared for: CED Northampton Solar, LLC Con Edison Development 100 Summit Lake Drive Valhalla, New York 10595 Prepared by: MILONE & MACBROOM, INC. One Financial Plaza 1350 Main Street, Suite 1012 Springfield, Massachusetts 01103 (413) 241-6920 www.mminc.com MMI #5223-11 Stormwater Report TC - i November 26, 2018 TABLE OF CONTENTS 1.0 PROJECT OVERVIEW ....................................................................................................................... 1 2.0 SITE DESCRIPTION .......................................................................................................................... 3 2.1 Existing Conditions .............................................................................................................................................................. 3 2.2 Inland Wetland Resource Areas ..................................................................................................................................... 3 3.0 PROJECT DESCRIPTION ................................................................................................................. 5 3.1 Proposed Conditions .......................................................................................................................................................... 5 3.2 Erosion and Sedimentation Control ............................................................................................................................. 5 3.3 Construction Sequence and Schedule ......................................................................................................................... 6 4.0 STORMWATER MANAGEMENT .................................................................................................. 7 4.1 Existing Conditions .............................................................................................................................................................. 7 4.2 Proposed Conditions .......................................................................................................................................................... 7 4.3 Hydrologic Analysis ............................................................................................................................................................ 7 4.4 Peak-Flow Attenuation ...................................................................................................................................................... 9 4.5 Water Quality Enhancement ........................................................................................................................................ 10 4.6 MassDEP Stormwater Management Guidelines ................................................................................................... 10 5.0 WATER QUALITY MANAGEMENT ............................................................................................ 12 6.0 EROSION AND SEDIMENT CONTROL PLAN ........................................................................ 13 6.1 Erosion and Sediment Controls .................................................................................................................................. 13 6.2 Temporary Stabilization ................................................................................................................................................. 13 6.3 Permanent Stabilization ................................................................................................................................................. 13 6.4 Sediment Tracking ............................................................................................................................................................ 13 6.5 Maintenance of Controls ............................................................................................................................................... 14 7.0 STORMWATER CONSTRUCTION WASTE MANAGEMENT PLAN ................................. 15 7.1 Waste Materials ................................................................................................................................................................. 15 7.2 Nonstormwater Discharges .......................................................................................................................................... 15 7.3 Spill Prevention .................................................................................................................................................................. 15 Stormwater Report TC - ii November 26, 2018 LIST OF FIGURES Figure 1 USGS Site Location Map .................................................................................................................................. 2 Figure 2 Environmental Resources Map ...................................................................................................................... 4 LIST OF TABLES Table 4-1 Peak-Flow Rates at Analysis Point 1 ............................................................................................................ 8 Table 4-2 Peak-Flow Rates at Analysis Point 2 ............................................................................................................ 9 Table 4-3 Peak-Flow Rates at Analysis Point 3 ............................................................................................................ 9 Table 4-4 Peak-Flow Rates – Total Site .......................................................................................................................... 9 LIST OF APPENDICES Watershed Maps.............................................................................................................................................................. Appendix A Hydrologic Models1 ........................................................................................................................................................ Appendix B MMI Boring Logs ............................................................................................................................................................. Appendix C NRCS Web Soil Survey ................................................................................................................................................. Appendix D ATTACHMENTS Wetland Delineation Report1 Postconstruction Stormwater Management Operation & Maintenance Plan1 Permit Drawings1 1 Not included in copies provided to the Planning Board Stormwater Report 1 November 26, 2018 1.0 PROJECT OVERVIEW Con Edison Development (CED) has retained Milone & MacBroom, Inc. (MMI) for engineering services and preparation of this Stormwater Report associated with the proposed solar facility located at a former sand and gravel pit on Burts Pit Road in Northampton, Massachusetts. The project site consists of parcels 79 and 80 on Assessor's Map 35 and is currently zoned as Water Supply Protection (WSP) and Special Conservancy (SC) by Parsons Brook. The project involves the installation of several ground-mounted photovoltaic (PV) solar panel arrays supported by galvanized steel brackets above grade to facilitate the required vertical angle and southerly exposure of the PV panels. The solar facility will include four transformer pads and other electrical equipment to support the facility. A 7-foot-high chain link security fence will enclose the entire compound. The anticipated power output from this project will be approximately 4.3 megawatts (MW) based on approximately 16,900 solar panels as shown on the project drawings. An overhead electrical service supported by utility poles will carry power from the facility to the point of interconnection with the existing electric service on Ryan Road. This project also includes the construction of a stormwater management basin to provide peak-flow attenuation as a result of the land cover change associated with the project. Overall land cover of the former sand and gravel pit will be enhanced and stabilized with the application of a conservation seed mix on all disturbed areas. Prior to construction of the solar facility, the existing stockpiles must be processed, and the material will be reused on site as fill. Site grading is balanced such that no borrow is required or excess material will leave the site. A Request for Determination of Applicability was filed with the City of Northampton Conservation Commission for concurrence of the wetland delineation on the site as flagged by MMI and was subsequently approved by the commission on September 27, 2018. MMI also recently filed a Special Permit with Site Plan review with the City of Northampton Planning Department on October 9, 2018. An Environmental Protection Agency (EPA) Notice of Intent (NOI) and Stormwater Pollution Prevention Plan (SWPPP) pursuant to the requirements of the EPA construction general permit will be required for this project, recognizing that site alteration will exceed 1 acre. The project site is shown on the United States Geological Survey (USGS) Site Location Map, Figure 1. Florence Rd Project Location USGS Location Map Burts Pit Rd, Northampton, MADocument Path: X:\Library\Layout Templates\Revised\USGS Location Map 8.5x11.mxdCED Northampton Solar, LLCDate: 10/9/2018±0 2,0001,000 Feet Stormwater Report 3 November 26, 2018 2.0 SITE DESCRIPTION 2.1 Existing Conditions The existing ±50-acre site is located on the south side of Burts Pit Road in the city of Northampton. Much of the site is located within the WSP zone, and a small area in the north and east portion of the site by Parsons Brook is located within the SC zone as shown in the City of Northampton 2018 Zoning Map. Access to the site is by a gravel drive from Ryan Road that runs through the adjacent parcel located at 1010 Ryan Road, which accessed the previous gravel pit on the site. The former gravel pit is primarily located in the southwesterly and central portions of the site. Several stockpiles are located within the open area of the former gravel pit. Several smaller areas of stockpiled debris are scattered throughout the site. The northerly and easterly areas of the site are mostly wooded. Parsons Brook is located to the north and west of the site. The site is shown on the USGS Site Locus Map, Figure 1. Based on MassGIS data layer information, no part of the project parcels is within a mapped area of the Natural Heritage & Endangered Species Program (NHESP) Priority Habitat of Rare Species (see Figure 2). 2.2 Inland Wetland Resource Areas On October 31, 2017, and June 27, 2018, MMI wetland scientists completed a wetland delineation at the project site. Inland wetlands and watercourses were delineated in accordance with the Rules and Regulations of the Massachusetts Wetlands Protection Act and Section 404 of the Clean Water Act. Wetlands and watercourses were delineated using the methodology provided in the U.S. Army Corps of Engineers (USACE) Interim Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Northcentral and Northeast Region. Wetland resource areas consist of Inland Bank (IB), Bordering Vegetated Wetlands (BVW), Land Under Water Bodies and Waterways (LUW), Bordering Land Subject to Flooding (BLSF), and Riverfront Area (RA) as regulated by the Massachusetts Department of Environmental Protection (MassDEP), as well as Isolated Wetlands and Seasonal Wetland as defined by the City of Northampton. Refer to the attached Wetland Delineation Report for a detailed description of the wetland resource areas. !(( !(( !(( !((!((!(( !(( !(( !(( !(( !(( !((!(( !((!(( !(( !(( !((!(( !(( !((!((!((!((!(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !((!(( !(( !((!(( !((!(( !((!((!((!((!(( !((!((!(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !((!((!((!(( !((!(( !((!((!((!(( !(( !((!((!((!((!(( !(( !(( !((!(( !(( !((!((!(( !(( !(( !(( !(( !((!((!((!((!((!(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !(( !((!(( !(( !((!(( !(( !(( Burts Pit Rd R y a n R d WPar so n s Ln Bayberry LnS y l v a n L n Ladyslipp e r L n 280 2 90 270 3 0 0310 29030028 0 2 8 0 2 8 0280290 300 300280 270280 2 9 0 270280 2702902 8 0 280 28029 0280290 280 31 0 290 2 90 290 290280290 2 9 0 2 8 0300300 29 0280280 2802802 8 0280290 28029 0 3 1 0 2803102 9 0 290 2902 9 0 300 2 8 0280310290280290 3 0 0 28 0 2 9 0 290 280 290 29 0 290 290 280 2902 9 0 2 9 0 300 300 280 280 270290290280 280290280290 280 2802902902 9 0 2803 1 0 280 270 2902803003 00 300 300290 29030029030 0 290 290 280 2902902 9 0 Figure 2: Environmental Resources Map Con Edison DevelopmentDocument Path: X:\5223-11\Maps\2018-09-24 Environmental Resources.mxdCED Northampton Solar LLCDate: 9/24/2018± Legend Property Boundary !((MMI Wetland Delineation Points MMI Delineated Wetlands Boundary 200 ft Riverfront Area 100 ft Delineated Wetland Buffer 50 ft Property Setback 40 ft BLSF BufferTax Parcels Tax Parcel ROW Contours (2 ft)FEMA Q3 Flood Zones A 0 150 30075 Feet Stormwater Report 5 November 26, 2018 3.0 PROJECT DESCRIPTION 3.1 Proposed Conditions CED intends to construct a solar energy facility at a former gravel pit on two parcels consisting of a total of approximately 50 acres located on Burts Pit Road in Northampton, Massachusetts. Bill Willard, Inc. previously conducted tree cutting on the site without stump removal. Thus, this project will initially involve the removal of stumps and grubbing of the site prior to initiating any grading activities. The solar facility will consist of several ground-mounted PV solar panel arrays. Galvanized steel brackets will support the panel array above grade to facilitate the required panel orientation toward the southern sky. The compound will include four transformers and will be accessible by an existing gravel access drive from Ryan Road. An Approval Not Required (ANR) plan will be filed with the city for the CED solar site parcel. The ANR filing will also include a utility easement and access easement along the gravel road from Ryan Road through the adjacent parcel to the west. A 7-foot-high chain link security fence will enclose the entire compound. Prior to construction of the PV solar panel arrays, the existing soil stockpiles must be processed, and the material will be reused on site as fill. The stockpile removal will be limited to the areas where the proposed solar facility will be located. Material will be removed from the large debris stockpile and brought to a processing area where the material will be crushed to a gradation of 6 inches minus in accordance with MassDEP requirements. Debris from the other smaller stockpiles throughout the site will also be processed. All processed material will remain on site and be used for the gravel access drives within the compound area or as on-site fill. Seven test borings were drilled throughout the site on September 14, 2018. Test boring locations and results are shown in the Appendix. Groundwater was found at depths from 1.9 to 11 feet, with elevations ranging from 268.4 feet to 277.0 feet. Peak flow is attenuated by a stormwater management basin located at the westerly side of the site between the solar facility and Parsons Brook. The basin is strategically located to intercept runoff from the majority of the contributing drainage area of the site. A groundwater recharge analysis was not prepared, recognizing seasonal high groundwater is close to the existing ground surface and thus would preclude the use of any recharge best management practices (BMPs). Groundwater depth at the borings on the easterly side of the facility nearest to the proposed stormwater management basin (Test Borings MM-2, MM-6, and MM-7) was found to be approximately 2 feet to 4 feet below existing ground at an elevation ranging from 268.4 feet to 273.7 feet. Overall, peak flows for the site under postdevelopment conditions are reduced for the 2-, 10-, 25-, and 100-year events, consistent with Massachusetts Stormwater Management Standards as shown in Table 4-4. 3.2 Erosion and Sedimentation Control Erosion and sedimentation (E&S) controls will be installed and maintained throughout construction in accordance with local, state, and federal requirements including implementation of a construction-phase SWPPP (under separate cover) under the EPA Construction Stormwater Stormwater Report 6 November 26, 2018 General Permit. E&S controls will be installed and maintained for the duration of construction as shown on the drawings. 3.3 Construction Sequence and Schedule Construction is anticipated to commence in late fall 2018 and will take approximately 15 to 22 weeks to complete. The general sequence of construction is as follows: 1. Stake out the limit of work. No disturbance is to take place beyond the limits of work shown on the drawings. 2. Install E&S controls for site clearing activities as shown on the drawings. 3. Grub the former wooded areas of the site within the limits shown on the plans. 4. Process the contents of debris stockpiles for the gravel access drives within the compound area or as borrow. Place E&S controls around all temporary stockpiles. 5. Construct the stormwater management basin, outlet weir wall, and appurtenances. 6. Slopes are to be established to finished grade with placement of topsoil before PV array racking installation. Stabilize all slopes outside of the PV array compound area with topsoil and seed. Install erosion control matting as shown on the drawings. 7. Install PV solar panel arrays, electrical components, conduit, and perimeter fencing. 8. Remove E&S controls once all disturbed areas have completely stabilized. Stormwater Report 7 November 26, 2018 4.0 STORMWATER MANAGEMENT 4.1 Existing Conditions The existing site was a former gravel pit that currently consists of areas of exposed sand and gravel with scattered areas of vegetation and grasses. There are isolated wetlands and BVWs around the site as further described in the Wetland Delineation Report attached to this report. Several large stockpiles are scattered around the site. Topography generally ranges from gentle to moderate with some steep slopes along the southerly border and the central region of the site as a result of the previous mining operation. Stormwater runoff from the project area generally drains from east to west from the former gravel pit to Parsons Brook at the north and west of the site. The easterly portion of the site by the property line drains to a wetland and a portion of Parsons Brook to the east of the site, and the southeast corner of the site drains to an isolated wetland in that area. The site is divided into the drainage areas based on Geographic Information System topographic mapping as shown in the Appendix. 4.2 Proposed Conditions Existing site drainage patterns will generally be maintained, with a large area of the site graded east to west to promote runoff to be directed toward the westerly portion of Parsons Brook. A small area to the southeast will drain toward the isolated wetland southeast of the site, and a small area to the east of the site will drain toward the wetland and section of Parsons Brook to the east of the site. Under proposed conditions, the site is divided into the drainage areas as shown on the watershed mapping in the Appendix. Proposed stormwater BMPs utilize nonstructural practices consisting of disconnection of impervious runoff from the PV solar panels, grass swales, and a stormwater basin. Runoff from the elevated PV solar panel arrays will drain directly onto the grass below where it can infiltrate and travel over the grassed area. No additional connected impervious areas are proposed with the project. Peak-flow attenuation and stormwater quality will also be improved with the construction of a stormwater management basin on the west side of the site. Overall land cover of the site of the former gravel and sand pit will be enhanced from nearly bare soil to a grass meadow between the PV solar panel arrays. A conservation seed mix will be applied on all disturbed slopes throughout the site. 4.3 Hydrologic Analysis A hydrologic analysis was conducted to analyze predevelopment versus postdevelopment peak-flow rates from the project site and to demonstrate peak-flow attenuation in accordance with MassDEP Stormwater Management Standards. In order to analyze the peak rates of runoff from the site, two analysis points were chosen as shown on the existing and proposed drainage area maps. Runoff analysis points are chosen based on drainage patterns that drain toward similar points for existing and proposed conditions. Watershed areas encompassing the project site were used to determine the peak-flow rates based on the topography and drainage patterns to develop the existing conditions hydrology model. Similar drainage areas were used for the proposed conditions model and were modified Stormwater Report 8 November 26, 2018 to reflect the proposed land cover, grading, and the stormwater management system. The total drainage area is similar under both existing and proposed conditions. A drainage area map for both existing and proposed conditions is included in the Appendix. Peak flows were determined using the Natural Resources Conservation Service (NRCS) hydrologic method. The HydroCAD computer program was used to conduct watershed modeling. Schematic watershed diagrams are provided for the hydrologic model as shown in the Appendix of this report. The HydroCAD computer program forecasts the rate of surface water runoff and runoff volume based upon several factors. The input data includes information on land use, hydrologic soil group, vegetative cover, contributing watershed area, time of concentration, rainfall data, storage volumes, and the hydraulic capacity of structures. The computer model predicts the amount of runoff as a function of time with the ability to include the attenuation effect due to natural storage effects. The input data for rainfall events with statistical recurrence frequencies of 1, 2, 10, 25, and 100 years was obtained from the Hydrometeorological Design Studies Center of the National Oceanic and Atmospheric Administration (NOAA) National Weather Service (NWS). It released updated precipitation frequency estimates for the northeastern states including Massachusetts on September 30, 2015. The precipitation frequency estimates are published in NOAA Atlas 14, Volume 10: Precipitation-Frequency Atlas of the United States, Northeastern States. The NOAA Atlas 14 precipitation frequency estimates supersede the estimates published in NWS HYDRO-35 (1977), Technical Paper No. 40 (1961), Technical Paper No. 49 (1964), and General Memorandum No. 14-04 "Interim 24-hour Precipitation Rates." For analysis in Hampshire County, Massachusetts, the Type III rainfall pattern with a 24-hour duration is appropriate. Land use and coverage for the analysis under existing and proposed conditions were determined from project base mapping and review of orthophotos of the project area. Land use types used in the analysis included woods, open space, unpaved, and impervious gravel surface cover. Soil types in the watershed were obtained from the NRCS Web Soil Survey for Hampshire County, Massachusetts. For this analysis, the study area was generally determined to contain urban land, and a hydrologic soil group "A" was assumed for the project area based on the soil characteristics of surrounding areas. Peak rates of runoff were obtained from the hydrologic model results at the site analysis points (AP) as shown on the watershed maps and as follows: TABLE 4-1 Peak-Flow Rates at Analysis Point 1 Storm Frequency (years) Peak-Flow Rates (cfs) 1 2 10 25 100 Predevelopment Conditions 0.10 0.40 4.06 9.73 25.83 Postdevelopment Conditions 0.10 0.32 2.39 5.99 20.96 Change in Peak-Flow Rate 0.00 -0.08 -1.67 -3.74 -4.87 cfs = cubic feet per second Stormwater Report 9 November 26, 2018 TABLE 4-2 Peak-Flow Rates at Analysis Point 2 Storm Frequency (years) Peak-Flow Rates (cfs) 1 2 10 25 100 Predevelopment Conditions 0.00 0.00 0.00 0.05 0.60 Postdevelopment Conditions 0.00 0.00 0.01 0.05 0.66 Change in Peak-Flow Rate 0.00 0.00 0.01 0.00 0.06 cfs = cubic feet per second TABLE 4-3 Peak-Flow Rates at Analysis Point 3 Storm Frequency (years) Peak-Flow Rates (cfs) 1 2 10 25 100 Predevelopment Conditions 0.00 0.00 0.08 0.42 2.79 Postdevelopment Conditions 0.00 0.01 0.18 0.81 3.42 Change in Peak-Flow Rate 0.00 0.01 0.10 0.39 0.63 cfs = cubic feet per second TABLE 4-4 Peak-Flow Rates – Total Site Storm Frequency (years) Peak-Flow Rates (cfs) 1 2 10 25 100 Predevelopment Conditions 0.10 0.40 4.14 10.20 29.22 Postdevelopment Conditions 0.10 0.32 2.39 5.99 20.96 Change in Peak-Flow Rate 0.00 -0.07 -1.56 -3.35 -4.18 Percent Reduction 0% 18% 38% 33% 14% cfs = cubic feet per second 4.4 Peak-Flow Attenuation The results of the hydrologic analysis show an overall reduction in peak flows from the project site that can be anticipated at the point of analysis for all storm events modeled, which meets the Massachusetts Stormwater Management Standards. Peak-flow attenuation is attributed to installation of a stormwater basin. In addition, the PV solar panel arrays are unconnected impervious areas that allow runoff from each individual panel array to contact the ground directly below and dissipate over the surrounding grassed surface. Although there is an increase in peak flow to AP 3 under proposed conditions, runoff to this analysis point flows to an isolated wetland in the southeast corner of the site where the isolated wetland has sufficient storage capacity to retain the increase in peak flow without any additional runoff directed to adjacent areas. Stormwater Report 10 November 26, 2018 4.5 Water Quality Enhancement Water quality measures are included in the stormwater management design to maintain water quality both during construction and after the site has been permanently established. The bottom of the trapezoidal weir notch outlet is 6 inches above the bottom of the basin to provide storage of sediment transported by runoff to the basin. Implementation of these measures will enhance protection of adjacent wetland resource areas and the off-site areas downgradient of the site. Land cover in the disturbed area as a result of the former mining operation will be enhanced with the planting of a conservation seed mix. The stormwater management basin will also be planted with grass to provide pollutant removal by filtering stormwater runoff and will absorb excess nutrients that may be present in the runoff. The basin will also help trap sediment and debris from the contributing drainage area both during and after construction. 4.6 MassDEP Stormwater Management Guidelines In accordance with the Massachusetts Stormwater Handbook, the project will meet the following standards as listed hereafter. Standard #1: Untreated Stormwater No new untreated stormwater will discharge directly to abutting properties. Standard #2: Postdevelopment Peak Discharge Rates Overall peak flows from the site for all 24-hour storm events modeled will not exceed existing conditions. Supporting hydrologic models are provided in the Appendix. Standard #3: Recharge to Groundwater The project will meet Standard #3, recognizing that there will be no change to the annual recharge to groundwater. The unconnected impervious areas will promote infiltration of sheet flow from disconnected impervious surface areas, in this case the elevated PV solar panels. Standard #4: 80 Percent Total Suspended Solids (TSS) Removal There will be no change in TSS removal efficiency associated with the proposed stormwater improvements. Cross-country drainage methods will provide natural stormwater treatment. No expanse of connected impervious areas associated with vehicular parking is proposed with this project. Standard #5: Higher Potential Pollutant Loads There are no high-potential pollutant loads within the project area. Standard #6: Protection of Critical Areas There are no documented critical areas near the project site. Stormwater Report 11 November 26, 2018 Standard #7: Redevelopment Projects This project is a new development and complies with the Stormwater Management Standards for a new site development project. Standard #8: Erosion and Sedimentation Controls E&S controls will be implemented and maintained during construction and/or until all disturbed areas have been stabilized. Controls will be installed and maintained in accordance with local, state, and federal requirements. The attached permitting drawings show the location of all erosion control measures for both phases and describe the proper inspection and maintenance procedures. Standard #9: Operation and Maintenance Plan Refer to the attached Postconstruction Stormwater Management Operation and Maintenance Plan for a description of the postconstruction maintenance. Standard #10: Illicit Discharges to Stormwater Management Systems There are no known illicit discharges within the project site. Stormwater Report 12 November 26, 2018 5.0 WATER QUALITY MANAGEMENT Water quality measures are included in the stormwater management design to maintain water quality both during construction and after completion of the project. An Operation and Maintenance Plan is attached hereto for postconstruction maintenance of BMPs that describes the required frequency of inspections and maintenance procedures to sustain long-term functionality. Implementation of these measures will enhance protection of areas downgradient of the site. Land cover in the disturbed area as a result of the former mining operation will be enhanced with the planting of a conservation seed mix. An E&S Control Plan has been developed to mitigate the short-term impacts of the development during construction. The E&S Control Plan includes descriptive specifications concerning land grading, topsoiling, temporary vegetative cover, permanent vegetative cover, vegetative cover selection and mulching, and erosion checks. Details have been provided for all erosion controls with corresponding labels on the E&S Control Site Plan. In all cases, the E&S Control Plan shall be implemented in accordance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas and the Massachusetts Stormwater Handbook. Stormwater Report 13 November 26, 2018 6.0 EROSION AND SEDIMENT CONTROL PLAN 6.1 Erosion and Sediment Controls An E&S Control Plan has been developed to mitigate the short-term impacts of the site improvements during construction. The E&S Control Plan includes descriptive specifications concerning land grading, topsoiling, temporary vegetative cover, permanent vegetative cover, vegetative cover selection and mulching, and erosion checks. Details have been provided for all erosion controls with corresponding labels on the E&S Control Site Plan. In all cases, the E&S Control Plan shall be implemented in accordance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas and the Massachusetts Stormwater Handbook. 6.2 Temporary Stabilization Sediment control fencing and compost filter tube shall be installed around the site as shown on the drawings. Sediment control fencing shall be "dug in" using a narrow ditch witch device. Sediment control fencing shall be reinforced with straw bale barriers to protect adjacent wetland resource areas as shown on the drawings. Prior to commencing any tree cutting or earthwork, a stabilized construction entrance shall be installed at the entrance into the site. This entrance shall be utilized as the exclusive construction entrance. The stormwater management basin will be constructed prior to any upland grading activities. The basin will be monitored throughout construction for the accumulation of sediment and debris. Sediment will be removed from the basin when the depth reaches 6 inches. 6.3 Permanent Stabilization Disturbed areas of the project site where construction activities permanently cease shall be stabilized with permanent seed no later than 7 days after the last construction activity. The permanent seed mix shall be in accordance with the project specifications and plans. Construction and maintenance of E&S control measures are in accordance with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas. 6.4 Sediment Tracking A stabilized construction entrance shall be installed and maintained as necessary to help reduce vehicular tracking of sediment. The entrance shall be cleaned of sediment and redressed when voids in the crushed stone become filled and vehicular tracking of sediment is occurring. Dump trucks hauling materials to and from the construction project area shall be covered with a tarpaulin to reduce dust. Any sediment and debris tracked from the work area along roadways adjacent to the project shall be immediately removed with a street sweeper or equivalent sweeping method. The project engineer and contracting officer will establish inspection and removal protocols at the beginning of construction to ensure all materials tracked onto the roadway are removed daily for the duration of the project. Stormwater Report 14 November 26, 2018 6.5 Maintenance of Controls E&S controls will be installed and maintained throughout the construction in accordance with local, state, and federal requirements, including implementation of a construction-phase SWPPP under the EPA Construction Stormwater General Permit. The E&S control measures shall be constructed prior to clearing or grading of any portion of the project. Once construction activity ceases permanently in an area, that area shall be stabilized with permanent measures. Any accumulated sediment shall be disposed of on site in a location away from wetlands and watercourses in a stable vegetated area and permanently stabilized. Erosion control devices shall remain in place until disturbed areas are permanently stabilized. If site inspections identify BMPs that are not operating effectively, maintenance must be performed as soon as possible and before the next storm event, whenever practicable, to maintain the continued effectiveness of stormwater controls. If existing BMPs need to be modified or if additional BMPs are necessary, implementation must be completed before the next storm event whenever practicable. If implementation before the next storm event is impractical, the situation must be documented, and alternative BMPs must be implemented as soon as possible. Stormwater Report 15 November 26, 2018 7.0 STORMWATER CONSTRUCTION WASTE MANAGEMENT PLAN 7.1 Waste Materials Waste Materials – Foreign waste materials shall be collected and stored in a secured area until removal and disposal by a licensed solid waste management company. All trash and construction debris from the project area shall be disposed of in a portable container unit. No foreign waste materials shall be buried within the project area. All personnel shall be instructed regarding the correct procedure for waste disposal. Notices stating these practices shall be posted in the project trailer, and the operator will be responsible for seeing that these procedures are followed. Hazardous Waste – All hazardous waste materials shall be disposed of in a manner specified by local or state regulations or by the manufacturer. Project personnel shall be instructed in these practices, and the operator shall be responsible for seeing that these practices are followed. Sanitary Waste – Any sanitary waste from portable units shall be collected from the portable units by a licensed sanitary waste management contractor as required by MassDEP regulations. 7.2 Nonstormwater Discharges Allowable nonstormwater discharges that could occur during construction on this project that would, therefore, be covered by the general permit include the following: 1. Discharges from firefighting activities 2. Water used to control, to the extent practicable, off-site vehicle tracking of sediments onto paved surfaces and the generation of dust 3. Uncontaminated air conditioning or compressor condensate 4. Uncontaminated groundwater or spring water 5. Foundation or footing drains where flows are not contaminated with process materials such as solvents 6. Uncontaminated excavation dewatering 7. Landscape irrigation No other stormwater discharges are expected to exit the project area during construction. 7.3 Spill Prevention The following are the material management practices that shall be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. Good Housekeeping The following good housekeeping practices shall be followed within project areas during construction: • An effort shall be made to store only enough products required to do the job. Stormwater Report 16 November 26, 2018 • All materials stored within project areas shall be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. • Products shall be kept in their original containers with the original manufacturer's label. • Substances shall not be mixed with one another unless recommended by the manufacturer. • Whenever possible, all of a product shall be used up before disposing of the container. • Manufacturers' recommendations for proper use and disposal shall be followed. • The project superintendent shall inspect daily to ensure proper use and disposal of materials. Hazardous Products The following practices are used to reduce the risks associated with hazardous materials: • Products shall be kept in original containers unless they are not resealable. • Original labels and Material Safety Data Sheets shall be retained. • If surplus product must be disposed of, manufacturers' or local/state recommended methods of proper disposal shall be followed. • Material Safety Data Sheets for all hazardous products shall be within the project area for the duration of construction. Product-Specific Practices The following product-specific practices shall be followed within the project areas: Petroleum products – All project-related vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products shall be stored in tightly sealed containers that are clearly labeled. Fuel tanks should not be stored within 100 feet of any watercourse or wetland. Fertilizers – Fertilizers used shall be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizers shall be worked into the soil to limit exposure to stormwater runoff and shall be stored in a covered or other contained area. Spill Control Practices The contractor will be responsible for preparing a project-area-specific spill control plan in accordance with local and MassDEP regulations. The plan should describe procedures and practices for controlling fuel and hydraulic fluid spills. A spill kit consisting of absorbent materials Stormwater Report 17 November 26, 2018 should be available on site in a predesignated location during all phases of construction. At a minimum, this plan should do the following: • Reduce stormwater contact if there is a spill. • Contain the spill. • Stop the source of the spill. • Dispose of contaminated material in accordance with manufacturer's procedures and MassDEP regulations. • Identify responsible and trained personnel. • Ensure that the spill area is well ventilated. 5223-11-n2018-2-rpt Stormwater Report November 26, 2018 APPENDIX A WATERSHED MAPS Northampton, MassachusettsLADYSLIPPER LNSYLVAN LNANALYSISPOINT 2EX-01EX-02EX-03EX-04ANALYSISPOINT 3ANALYSISPOINT 1Tc ABCDTcTcTcBCDATcTcTcTc Tc Tc ABCDEFGABFTc T c Tc TcABC DESHEET NO.WS-EXREVISIONSDATEPROJECT NO.DESIGNEDMRGSCALEDRAWNHMMCHECKEDMRGSEP 27, 20185223-111"=200'SWNEEXISTING WATERSHED AREANORTHAMPTON, MASSACHUSETTSCED NORTHAMPTON SOLAR LLCBURTS PIT ROADCopyright Milone & MacBroom, Inc - 2018LEGENDEXISTING WATERSHED AREAMINOR CONTOURSANALYSIS POINTMAJOR CONTOURSTcTIME OF CONCENTRATION LADYSLIPPER LNSYLVAN LN35-079 EEPR-02PR-03ANALYSISPOINT 2Tc Tc T c T c Tc TcTcTcTc Tc Tc TcD CDABABCBDEGFABCDGECFPR-04PR-01ANALYSISPOINT 3TcTcTcAPR-05ANALYSISPOINT 1T cAB CDE286284282280278276274272272272274274288290292294296286288284300300290288286284282280278276276274308306274SHEET NO.WS-PRREVISIONSDATEPROJECT NO.DESIGNEDMRGSCALEDRAWNHMMCHECKEDMRGSEP 27, 20185223-111"=200'SWNEPROPOSED WATERSHED AREANORTHAMPTON, MASSACHUSETTSCED NORTHAMPTON SOLAR LLCBURTS PIT ROADCopyright Milone & MacBroom, Inc - 2018LEGENDPROPOSED WATERSHED AREAPROPOSED MINOR CONTOURSANALYSIS POINTPROPOSED MAJOR CONTOURSTcTIME OF CONCENTRATION Stormwater Report November 26, 2018 APPENDIX B HYDROLOGIC MODELS Ex-01 North, Adjacent to Parsons Brook Ex-02 East Along Property Line Ex-03 Southeast Corner Ex-04 Central Sandpit/Southwest Adjacent to Ladyslipper Ln AP-1 Parsons Brook AP-2 East Wetland AP-3 South Isolated Wetland Routing Diagram for CED-ExistingPrepared by Hewlett-Packard Company, Printed 10/10/2018 HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff = 0.09 cfs @ 15.28 hrs, Volume= 0.072 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 0.038 96 Gravel surface, HSG A 7.672 77 Fallow, bare soil, HSG A 8.545 30 Woods, Good, HSG A 0.525 36 Woods, Fair, HSG A 16.780 52 Weighted Average 16.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 100 0.0100 0.06 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 9.2 315 0.0130 0.57 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 2.5 147 0.0390 0.99 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 1.8 116 0.0110 1.05 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 1.5 231 0.0650 2.55 Shallow Concentrated Flow, E-F Nearly Bare & Untilled Kv= 10.0 fps 9.4 309 0.0030 0.55 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 53.1 1,218 Total Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=16.780 ac Runoff Volume=0.072 af Runoff Depth=0.05" Flow Length=1,218' Tc=53.1 min CN=52 0.09 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-02: East Along Property Line Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 0.260 39 >75% Grass cover, Good, HSG A 0.010 98 Unconnected roofs, HSG A * 0.025 100 Water 6.774 30 Woods, Good, HSG A 7.069 31 Weighted Average 7.034 99.50% Pervious Area 0.035 0.50% Impervious Area 0.010 28.57% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 13.6 317 0.0060 0.39 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 7.3 241 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 42.7 658 Total Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=7.069 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=658' Tc=42.7 min CN=31 0.00 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-03: Southeast Corner Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A * 0.485 100 Water 2.518 30 Woods, Good, HSG A 3.116 41 Weighted Average 2.618 84.02% Pervious Area 0.498 15.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 97 0.0820 0.13 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 1.8 105 0.0380 0.97 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 47 0.1270 1.78 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 14.3 249 Total Subcatchment Ex-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=3.116 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=249' Tc=14.3 min CN=41 0.00 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff = 0.02 cfs @ 23.49 hrs, Volume= 0.012 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 0.674 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 0.345 96 Gravel surface, HSG A 3.189 77 Fallow, bare soil, HSG A 5.689 30 Woods, Good, HSG A 0.149 36 Woods, Fair, HSG A * 0.012 100 Water 10.153 48 Weighted Average 10.046 98.95% Pervious Area 0.107 1.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 4.8 268 0.0350 0.94 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 19.4 184 0.0010 0.16 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.6 130 0.1180 3.44 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 4.7 201 0.0020 0.72 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 52.2 883 Total Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=10.153 ac Runoff Volume=0.012 af Runoff Depth=0.01" Flow Length=883' Tc=52.2 min CN=48 0.02 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 26.933 ac, 0.40% Impervious, Inflow Depth = 0.04" for 1-Year event Inflow = 0.10 cfs @ 17.52 hrs, Volume= 0.083 af Primary = 0.10 cfs @ 17.52 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=26.933 ac 0.10 cfs0.10 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 7.069 ac, 0.50% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=7.069 ac 0.00 cfs0.00 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.116 ac, 15.98% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.50' @ 0.00 hrs Surf.Area= 12,930 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=3.116 ac Peak Elev=272.50' Storage=0 cf 0.00 cfs Existing Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff = 0.36 cfs @ 13.65 hrs, Volume= 0.197 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 0.038 96 Gravel surface, HSG A 7.672 77 Fallow, bare soil, HSG A 8.545 30 Woods, Good, HSG A 0.525 36 Woods, Fair, HSG A 16.780 52 Weighted Average 16.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 100 0.0100 0.06 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 9.2 315 0.0130 0.57 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 2.5 147 0.0390 0.99 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 1.8 116 0.0110 1.05 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 1.5 231 0.0650 2.55 Shallow Concentrated Flow, E-F Nearly Bare & Untilled Kv= 10.0 fps 9.4 309 0.0030 0.55 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 53.1 1,218 Total Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=16.780 ac Runoff Volume=0.197 af Runoff Depth=0.14" Flow Length=1,218' Tc=53.1 min CN=52 0.36 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-02: East Along Property Line Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 0.260 39 >75% Grass cover, Good, HSG A 0.010 98 Unconnected roofs, HSG A * 0.025 100 Water 6.774 30 Woods, Good, HSG A 7.069 31 Weighted Average 7.034 99.50% Pervious Area 0.035 0.50% Impervious Area 0.010 28.57% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 13.6 317 0.0060 0.39 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 7.3 241 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 42.7 658 Total Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=7.069 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=658' Tc=42.7 min CN=31 0.00 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-03: Southeast Corner Runoff = 0.00 cfs @ 24.02 hrs, Volume= 0.001 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A * 0.485 100 Water 2.518 30 Woods, Good, HSG A 3.116 41 Weighted Average 2.618 84.02% Pervious Area 0.498 15.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 97 0.0820 0.13 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 1.8 105 0.0380 0.97 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 47 0.1270 1.78 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 14.3 249 Total Subcatchment Ex-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=3.116 ac Runoff Volume=0.001 af Runoff Depth=0.00" Flow Length=249' Tc=14.3 min CN=41 0.00 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff = 0.07 cfs @ 15.14 hrs, Volume= 0.058 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 0.674 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 0.345 96 Gravel surface, HSG A 3.189 77 Fallow, bare soil, HSG A 5.689 30 Woods, Good, HSG A 0.149 36 Woods, Fair, HSG A * 0.012 100 Water 10.153 48 Weighted Average 10.046 98.95% Pervious Area 0.107 1.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 4.8 268 0.0350 0.94 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 19.4 184 0.0010 0.16 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.6 130 0.1180 3.44 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 4.7 201 0.0020 0.72 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 52.2 883 Total Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=10.153 ac Runoff Volume=0.058 af Runoff Depth=0.07" Flow Length=883' Tc=52.2 min CN=48 0.07 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 26.933 ac, 0.40% Impervious, Inflow Depth = 0.11" for 2-Year event Inflow = 0.40 cfs @ 13.86 hrs, Volume= 0.255 af Primary = 0.40 cfs @ 13.86 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=26.933 ac 0.40 cfs0.40 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 7.069 ac, 0.50% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=7.069 ac 0.00 cfs0.00 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.116 ac, 15.98% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 24.02 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.50' @ 24.84 hrs Surf.Area= 12,947 sf Storage= 26 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=3.116 ac Peak Elev=272.50' Storage=26 cf 0.00 cfs Existing Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff = 3.07 cfs @ 12.93 hrs, Volume= 0.840 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 0.038 96 Gravel surface, HSG A 7.672 77 Fallow, bare soil, HSG A 8.545 30 Woods, Good, HSG A 0.525 36 Woods, Fair, HSG A 16.780 52 Weighted Average 16.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 100 0.0100 0.06 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 9.2 315 0.0130 0.57 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 2.5 147 0.0390 0.99 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 1.8 116 0.0110 1.05 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 1.5 231 0.0650 2.55 Shallow Concentrated Flow, E-F Nearly Bare & Untilled Kv= 10.0 fps 9.4 309 0.0030 0.55 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 53.1 1,218 Total Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=16.780 ac Runoff Volume=0.840 af Runoff Depth=0.60" Flow Length=1,218' Tc=53.1 min CN=52 3.07 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-02: East Along Property Line Runoff = 0.00 cfs @ 24.27 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 0.260 39 >75% Grass cover, Good, HSG A 0.010 98 Unconnected roofs, HSG A * 0.025 100 Water 6.774 30 Woods, Good, HSG A 7.069 31 Weighted Average 7.034 99.50% Pervious Area 0.035 0.50% Impervious Area 0.010 28.57% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 13.6 317 0.0060 0.39 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 7.3 241 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 42.7 658 Total Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=7.069 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=658' Tc=42.7 min CN=31 0.00 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-03: Southeast Corner Runoff = 0.08 cfs @ 13.10 hrs, Volume= 0.044 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A * 0.485 100 Water 2.518 30 Woods, Good, HSG A 3.116 41 Weighted Average 2.618 84.02% Pervious Area 0.498 15.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 97 0.0820 0.13 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 1.8 105 0.0380 0.97 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 47 0.1270 1.78 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 14.3 249 Total Subcatchment Ex-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=3.116 ac Runoff Volume=0.044 af Runoff Depth=0.17" Flow Length=249' Tc=14.3 min CN=41 0.08 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff = 1.02 cfs @ 13.04 hrs, Volume= 0.355 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 0.674 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 0.345 96 Gravel surface, HSG A 3.189 77 Fallow, bare soil, HSG A 5.689 30 Woods, Good, HSG A 0.149 36 Woods, Fair, HSG A * 0.012 100 Water 10.153 48 Weighted Average 10.046 98.95% Pervious Area 0.107 1.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 4.8 268 0.0350 0.94 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 19.4 184 0.0010 0.16 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.6 130 0.1180 3.44 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 4.7 201 0.0020 0.72 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 52.2 883 Total Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=10.153 ac Runoff Volume=0.355 af Runoff Depth=0.42" Flow Length=883' Tc=52.2 min CN=48 1.02 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 26.933 ac, 0.40% Impervious, Inflow Depth = 0.53" for 10-Year event Inflow = 4.06 cfs @ 12.95 hrs, Volume= 1.195 af Primary = 4.06 cfs @ 12.95 hrs, Volume= 1.195 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=26.933 ac 4.06 cfs4.06 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 7.069 ac, 0.50% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 24.27 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 24.27 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=7.069 ac 0.00 cfs0.00 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.116 ac, 15.98% Impervious, Inflow Depth = 0.17" for 10-Year event Inflow = 0.08 cfs @ 13.10 hrs, Volume= 0.044 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.64' @ 24.84 hrs Surf.Area= 14,110 sf Storage= 1,902 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=3.116 ac Peak Elev=272.64' Storage=1,902 cf 0.08 cfs Existing Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff = 6.93 cfs @ 12.85 hrs, Volume= 1.545 af, Depth= 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 0.038 96 Gravel surface, HSG A 7.672 77 Fallow, bare soil, HSG A 8.545 30 Woods, Good, HSG A 0.525 36 Woods, Fair, HSG A 16.780 52 Weighted Average 16.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 100 0.0100 0.06 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 9.2 315 0.0130 0.57 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 2.5 147 0.0390 0.99 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 1.8 116 0.0110 1.05 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 1.5 231 0.0650 2.55 Shallow Concentrated Flow, E-F Nearly Bare & Untilled Kv= 10.0 fps 9.4 309 0.0030 0.55 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 53.1 1,218 Total Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=16.780 ac Runoff Volume=1.545 af Runoff Depth=1.11" Flow Length=1,218' Tc=53.1 min CN=52 6.93 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-02: East Along Property Line Runoff = 0.05 cfs @ 21.68 hrs, Volume= 0.035 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 0.260 39 >75% Grass cover, Good, HSG A 0.010 98 Unconnected roofs, HSG A * 0.025 100 Water 6.774 30 Woods, Good, HSG A 7.069 31 Weighted Average 7.034 99.50% Pervious Area 0.035 0.50% Impervious Area 0.010 28.57% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 13.6 317 0.0060 0.39 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 7.3 241 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 42.7 658 Total Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.0120.01 0.008 0.006 0.004 0.002 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=7.069 ac Runoff Volume=0.035 af Runoff Depth=0.06" Flow Length=658' Tc=42.7 min CN=31 0.05 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 39HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-03: Southeast Corner Runoff = 0.42 cfs @ 12.38 hrs, Volume= 0.115 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A * 0.485 100 Water 2.518 30 Woods, Good, HSG A 3.116 41 Weighted Average 2.618 84.02% Pervious Area 0.498 15.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 97 0.0820 0.13 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 1.8 105 0.0380 0.97 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 47 0.1270 1.78 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 14.3 249 Total Subcatchment Ex-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=3.116 ac Runoff Volume=0.115 af Runoff Depth=0.44" Flow Length=249' Tc=14.3 min CN=41 0.42 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 40HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff = 2.81 cfs @ 12.88 hrs, Volume= 0.713 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 0.674 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 0.345 96 Gravel surface, HSG A 3.189 77 Fallow, bare soil, HSG A 5.689 30 Woods, Good, HSG A 0.149 36 Woods, Fair, HSG A * 0.012 100 Water 10.153 48 Weighted Average 10.046 98.95% Pervious Area 0.107 1.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 4.8 268 0.0350 0.94 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 19.4 184 0.0010 0.16 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.6 130 0.1180 3.44 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 4.7 201 0.0020 0.72 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 52.2 883 Total Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 41HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=10.153 ac Runoff Volume=0.713 af Runoff Depth=0.84" Flow Length=883' Tc=52.2 min CN=48 2.81 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 42HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 26.933 ac, 0.40% Impervious, Inflow Depth = 1.01" for 25-Year event Inflow = 9.73 cfs @ 12.86 hrs, Volume= 2.259 af Primary = 9.73 cfs @ 12.86 hrs, Volume= 2.259 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=26.933 ac 9.73 cfs9.73 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 43HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 7.069 ac, 0.50% Impervious, Inflow Depth = 0.06" for 25-Year event Inflow = 0.05 cfs @ 21.68 hrs, Volume= 0.035 af Primary = 0.05 cfs @ 21.68 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=7.069 ac 0.05 cfs0.05 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 44HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.116 ac, 15.98% Impervious, Inflow Depth = 0.44" for 25-Year event Inflow = 0.42 cfs @ 12.38 hrs, Volume= 0.115 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.85' @ 24.84 hrs Surf.Area= 15,862 sf Storage= 5,030 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.116 ac Peak Elev=272.85' Storage=5,030 cf 0.42 cfs Existing Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 45HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 46HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff = 17.48 cfs @ 12.80 hrs, Volume= 3.353 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 0.038 96 Gravel surface, HSG A 7.672 77 Fallow, bare soil, HSG A 8.545 30 Woods, Good, HSG A 0.525 36 Woods, Fair, HSG A 16.780 52 Weighted Average 16.780 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 100 0.0100 0.06 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 9.2 315 0.0130 0.57 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 2.5 147 0.0390 0.99 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 1.8 116 0.0110 1.05 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 1.5 231 0.0650 2.55 Shallow Concentrated Flow, E-F Nearly Bare & Untilled Kv= 10.0 fps 9.4 309 0.0030 0.55 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 53.1 1,218 Total Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 47HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=16.780 ac Runoff Volume=3.353 af Runoff Depth=2.40" Flow Length=1,218' Tc=53.1 min CN=52 17.48 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 48HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-02: East Along Property Line Runoff = 0.60 cfs @ 13.24 hrs, Volume= 0.273 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 0.260 39 >75% Grass cover, Good, HSG A 0.010 98 Unconnected roofs, HSG A * 0.025 100 Water 6.774 30 Woods, Good, HSG A 7.069 31 Weighted Average 7.034 99.50% Pervious Area 0.035 0.50% Impervious Area 0.010 28.57% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 13.6 317 0.0060 0.39 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 7.3 241 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 42.7 658 Total Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 49HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=7.069 ac Runoff Volume=0.273 af Runoff Depth=0.46" Flow Length=658' Tc=42.7 min CN=31 0.60 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 50HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-03: Southeast Corner Runoff = 2.79 cfs @ 12.26 hrs, Volume= 0.337 af, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A * 0.485 100 Water 2.518 30 Woods, Good, HSG A 3.116 41 Weighted Average 2.618 84.02% Pervious Area 0.498 15.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 97 0.0820 0.13 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 1.8 105 0.0380 0.97 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 47 0.1270 1.78 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 14.3 249 Total Subcatchment Ex-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=3.116 ac Runoff Volume=0.337 af Runoff Depth=1.30" Flow Length=249' Tc=14.3 min CN=41 2.79 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 51HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff = 8.35 cfs @ 12.80 hrs, Volume= 1.679 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 0.674 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 0.345 96 Gravel surface, HSG A 3.189 77 Fallow, bare soil, HSG A 5.689 30 Woods, Good, HSG A 0.149 36 Woods, Fair, HSG A * 0.012 100 Water 10.153 48 Weighted Average 10.046 98.95% Pervious Area 0.107 1.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 4.8 268 0.0350 0.94 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 19.4 184 0.0010 0.16 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.6 130 0.1180 3.44 Shallow Concentrated Flow, D-E Nearly Bare & Untilled Kv= 10.0 fps 4.7 201 0.0020 0.72 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 52.2 883 Total Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 52HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Ex-04: Central Sandpit/Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=10.153 ac Runoff Volume=1.679 af Runoff Depth=1.98" Flow Length=883' Tc=52.2 min CN=48 8.35 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 53HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 26.933 ac, 0.40% Impervious, Inflow Depth = 2.24" for 100-Year event Inflow = 25.83 cfs @ 12.80 hrs, Volume= 5.032 af Primary = 25.83 cfs @ 12.80 hrs, Volume= 5.032 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=26.933 ac 25.83 cfs25.83 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 54HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 7.069 ac, 0.50% Impervious, Inflow Depth = 0.46" for 100-Year event Inflow = 0.60 cfs @ 13.24 hrs, Volume= 0.273 af Primary = 0.60 cfs @ 13.24 hrs, Volume= 0.273 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=7.069 ac 0.60 cfs0.60 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 55HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.116 ac, 15.98% Impervious, Inflow Depth = 1.30" for 100-Year event Inflow = 2.79 cfs @ 12.26 hrs, Volume= 0.337 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 273.40' @ 24.84 hrs Surf.Area= 18,966 sf Storage= 14,695 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=3.116 ac Peak Elev=273.40' Storage=14,695 cf 2.79 cfs Existing Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Existing Printed 10/10/2018Prepared by Hewlett-Packard Company Page 56HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Pr-01 North, Adjacent to Parsons Brook Pr-02 East Along Property Line Pr-03 Southeast Corner Pr-04 Southwest Adjacent to Ladyslipper Ln Pr-05 Southwest AP-1 Parsons Brook AP-2 East Wetland AP-3 South Isolated Wetland SMB-1 Stormwater Management Basin Routing Diagram for CED-Proposed-R3Prepared by Hewlett-Packard Company, Printed 3/6/2019 HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff = 0.48 cfs @ 13.50 hrs, Volume= 0.238 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 11.185 39 >75% Grass cover, Good, HSG A 5.998 98 Unconnected roofs, HSG A 0.024 96 Gravel surface, HSG A 0.685 77 Fallow, bare soil, HSG A 1.410 30 Woods, Good, HSG A 19.302 58 Weighted Average 13.304 68.93% Pervious Area 5.998 31.07% Impervious Area 5.998 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.12 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 15.0 630 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.3 487 0.0250 1.11 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.2 16 0.0250 1.11 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.7 115 0.0050 1.14 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 18.7 225 0.0004 0.20 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 57.5 1,573 Total Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=19.302 ac Runoff Volume=0.238 af Runoff Depth=0.15" Flow Length=1,573' Tc=57.5 min CN=58 0.48 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-02: East Along Property Line Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Adj Description 0.788 39 >75% Grass cover, Good, HSG A 0.010 98 Roofs, HSG A 0.112 98 Unconnected roofs, HSG A * 0.025 100 Water 4.884 30 Woods, Good, HSG A 5.819 33 32 Weighted Average, UI Adjusted 5.672 97.47% Pervious Area 0.147 2.53% Impervious Area 0.112 76.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 100 0.0100 0.09 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 7.2 301 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.5 246 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 33.8 647 Total Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=5.819 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=647' Tc=33.8 min UI Adjusted CN=32 0.00 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-03: Southeast Corner Runoff = 0.00 cfs @ 24.15 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Adj Description 0.828 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A 0.186 98 Unconnected roofs, HSG A * 0.485 100 Water 1.875 30 Woods, Good, HSG A 3.387 46 44 Weighted Average, UI Adjusted 2.703 79.81% Pervious Area 0.684 20.19% Impervious Area 0.186 27.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 100 0.0150 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 3.7 234 0.0230 1.06 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.9 90 0.1030 1.60 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 20.8 424 Total Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=3.387 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=424' Tc=20.8 min UI Adjusted CN=44 0.00 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Adj Description 3.167 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 1.108 98 Unconnected roofs, HSG A 0.010 98 Water Surface, HSG A 0.042 96 Gravel surface, HSG A 0.016 77 Fallow, bare soil, HSG A 1.566 30 Woods, Good, HSG A 6.004 49 43 Weighted Average, UI Adjusted 4.791 79.80% Pervious Area 1.213 20.20% Impervious Area 1.108 91.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.4 23 0.0390 0.99 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.3 31 0.0740 1.90 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 2.5 248 0.0560 1.66 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 4.2 291 0.0270 1.15 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 3.0 56 0.0010 0.32 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 33.1 749 Total Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=6.004 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=749' Tc=33.1 min UI Adjusted CN=43 0.00 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-05: Southwest Runoff = 0.02 cfs @ 14.46 hrs, Volume= 0.014 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 1-Year Rainfall=2.56" Area (ac) CN Description 0.782 39 >75% Grass cover, Good, HSG A 0.112 96 Gravel surface, HSG A 0.965 77 Fallow, bare soil, HSG A 0.746 30 Woods, Good, HSG A 2.605 53 Weighted Average 2.605 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 71 0.0670 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.2 39 0.6670 4.08 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.3 82 0.0450 1.06 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 5.0 66 0.0010 0.22 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 16.7 258 Total Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-05: Southwest Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NRCC 24-hr C 1-Year Rainfall=2.56" Runoff Area=2.605 ac Runoff Volume=0.014 af Runoff Depth=0.06" Flow Length=258' Tc=16.7 min CN=53 0.02 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 27.911 ac, 25.84% Impervious, Inflow Depth > 0.03" for 1-Year event Inflow = 0.10 cfs @ 24.08 hrs, Volume= 0.063 af Primary = 0.10 cfs @ 24.08 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=27.911 ac 0.10 cfs0.10 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 5.819 ac, 2.53% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=5.819 ac 0.00 cfs0.00 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.387 ac, 20.19% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 24.15 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.50' @ 25.22 hrs Surf.Area= 12,930 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 Inflow Area=3.387 ac Peak Elev=272.50' Storage=0 cf 0.00 cfs Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond SMB-1: Stormwater Management Basin Inflow Area = 25.306 ac, 28.50% Impervious, Inflow Depth = 0.11" for 1-Year event Inflow = 0.48 cfs @ 13.50 hrs, Volume= 0.238 af Outflow = 0.09 cfs @ 24.68 hrs, Volume= 0.050 af, Atten= 81%, Lag= 670.7 min Primary = 0.09 cfs @ 24.68 hrs, Volume= 0.050 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.39' @ 24.68 hrs Surf.Area= 17,084 sf Storage= 9,248 cf Plug-Flow detention time= 698.5 min calculated for 0.050 af (21% of inflow) Center-of-Mass det. time= 454.2 min ( 1,504.3 - 1,050.1 ) Volume Invert Avail.Storage Storage Description #1 271.75' 70,459 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 271.75 11,493 0 0 272.00 13,999 3,187 3,187 273.00 21,909 17,954 21,141 274.00 24,652 23,281 44,421 275.00 27,423 26,038 70,459 Device Routing Invert Outlet Devices #1 Primary 272.25'43.0 deg x 0.5' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 274.50'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 274.75'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.09 cfs @ 24.68 hrs HW=272.39' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.09 cfs @ 1.17 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=271.75' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Inflow OutflowPrimarySecondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=25.306 ac Peak Elev=272.39' Storage=9,248 cf 0.48 cfs 0.09 cfs0.09 cfs 0.00 cfs Pond SMB-1: Stormwater Management Basin TotalPrimarySecondary Stage-Discharge Discharge (cfs) 302520151050Elevation (feet)275 274 273 272 Sharp-Crested Vee/Trap Weir Sharp-Crested Rectangular Weir Broad-Crested Rectangular Weir Proposed Conditions NRCC 24-hr C 1-Year Rainfall=2.56"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 70,00060,00050,00040,00030,00020,00010,0000 Surface/Horizontal/Wetted Area (sq-ft)26,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)275 274 273 272 Custom Stage Data Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff = 1.34 cfs @ 13.10 hrs, Volume= 0.472 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 11.185 39 >75% Grass cover, Good, HSG A 5.998 98 Unconnected roofs, HSG A 0.024 96 Gravel surface, HSG A 0.685 77 Fallow, bare soil, HSG A 1.410 30 Woods, Good, HSG A 19.302 58 Weighted Average 13.304 68.93% Pervious Area 5.998 31.07% Impervious Area 5.998 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.12 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 15.0 630 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.3 487 0.0250 1.11 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.2 16 0.0250 1.11 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.7 115 0.0050 1.14 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 18.7 225 0.0004 0.20 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 57.5 1,573 Total Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=19.302 ac Runoff Volume=0.472 af Runoff Depth=0.29" Flow Length=1,573' Tc=57.5 min CN=58 1.34 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-02: East Along Property Line Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Adj Description 0.788 39 >75% Grass cover, Good, HSG A 0.010 98 Roofs, HSG A 0.112 98 Unconnected roofs, HSG A * 0.025 100 Water 4.884 30 Woods, Good, HSG A 5.819 33 32 Weighted Average, UI Adjusted 5.672 97.47% Pervious Area 0.147 2.53% Impervious Area 0.112 76.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 100 0.0100 0.09 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 7.2 301 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.5 246 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 33.8 647 Total Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=5.819 ac Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=647' Tc=33.8 min UI Adjusted CN=32 0.00 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-03: Southeast Corner Runoff = 0.01 cfs @ 22.44 hrs, Volume= 0.006 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Adj Description 0.828 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A 0.186 98 Unconnected roofs, HSG A * 0.485 100 Water 1.875 30 Woods, Good, HSG A 3.387 46 44 Weighted Average, UI Adjusted 2.703 79.81% Pervious Area 0.684 20.19% Impervious Area 0.186 27.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 100 0.0150 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 3.7 234 0.0230 1.06 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.9 90 0.1030 1.60 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 20.8 424 Total Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=3.387 ac Runoff Volume=0.006 af Runoff Depth=0.02" Flow Length=424' Tc=20.8 min UI Adjusted CN=44 0.01 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff = 0.01 cfs @ 23.72 hrs, Volume= 0.006 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Adj Description 3.167 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 1.108 98 Unconnected roofs, HSG A 0.010 98 Water Surface, HSG A 0.042 96 Gravel surface, HSG A 0.016 77 Fallow, bare soil, HSG A 1.566 30 Woods, Good, HSG A 6.004 49 43 Weighted Average, UI Adjusted 4.791 79.80% Pervious Area 1.213 20.20% Impervious Area 1.108 91.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.4 23 0.0390 0.99 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.3 31 0.0740 1.90 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 2.5 248 0.0560 1.66 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 4.2 291 0.0270 1.15 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 3.0 56 0.0010 0.32 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 33.1 749 Total Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=6.004 ac Runoff Volume=0.006 af Runoff Depth=0.01" Flow Length=749' Tc=33.1 min UI Adjusted CN=43 0.01 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-05: Southwest Runoff = 0.08 cfs @ 12.69 hrs, Volume= 0.035 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 2-Year Rainfall=3.06" Area (ac) CN Description 0.782 39 >75% Grass cover, Good, HSG A 0.112 96 Gravel surface, HSG A 0.965 77 Fallow, bare soil, HSG A 0.746 30 Woods, Good, HSG A 2.605 53 Weighted Average 2.605 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 71 0.0670 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.2 39 0.6670 4.08 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.3 82 0.0450 1.06 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 5.0 66 0.0010 0.22 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 16.7 258 Total Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-05: Southwest Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.06" Runoff Area=2.605 ac Runoff Volume=0.035 af Runoff Depth=0.16" Flow Length=258' Tc=16.7 min CN=53 0.08 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 27.911 ac, 25.84% Impervious, Inflow Depth > 0.13" for 2-Year event Inflow = 0.32 cfs @ 20.10 hrs, Volume= 0.308 af Primary = 0.32 cfs @ 20.10 hrs, Volume= 0.308 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=27.911 ac 0.32 cfs0.32 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 5.819 ac, 2.53% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=5.819 ac 0.00 cfs0.00 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.387 ac, 20.19% Impervious, Inflow Depth = 0.02" for 2-Year event Inflow = 0.01 cfs @ 22.44 hrs, Volume= 0.006 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.52' @ 25.22 hrs Surf.Area= 13,088 sf Storage= 246 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=3.387 ac Peak Elev=272.52' Storage=246 cf 0.01 cfs Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond SMB-1: Stormwater Management Basin Inflow Area = 25.306 ac, 28.50% Impervious, Inflow Depth = 0.23" for 2-Year event Inflow = 1.34 cfs @ 13.10 hrs, Volume= 0.478 af Outflow = 0.30 cfs @ 20.39 hrs, Volume= 0.273 af, Atten= 78%, Lag= 436.9 min Primary = 0.30 cfs @ 20.39 hrs, Volume= 0.273 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.54' @ 20.39 hrs Surf.Area= 18,274 sf Storage= 11,908 cf Plug-Flow detention time= 455.8 min calculated for 0.273 af (57% of inflow) Center-of-Mass det. time= 296.1 min ( 1,307.4 - 1,011.4 ) Volume Invert Avail.Storage Storage Description #1 271.75' 70,459 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 271.75 11,493 0 0 272.00 13,999 3,187 3,187 273.00 21,909 17,954 21,141 274.00 24,652 23,281 44,421 275.00 27,423 26,038 70,459 Device Routing Invert Outlet Devices #1 Primary 272.25'43.0 deg x 0.5' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 274.50'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 274.75'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.30 cfs @ 20.39 hrs HW=272.54' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.30 cfs @ 1.66 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=271.75' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Inflow OutflowPrimarySecondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=25.306 ac Peak Elev=272.54' Storage=11,908 cf 1.34 cfs 0.30 cfs0.30 cfs 0.00 cfs Pond SMB-1: Stormwater Management Basin TotalPrimarySecondary Stage-Discharge Discharge (cfs) 302520151050Elevation (feet)275 274 273 272 Sharp-Crested Vee/Trap Weir Sharp-Crested Rectangular Weir Broad-Crested Rectangular Weir Proposed Conditions NRCC 24-hr C 2-Year Rainfall=3.06"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 70,00060,00050,00040,00030,00020,00010,0000 Surface/Horizontal/Wetted Area (sq-ft)26,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)275 274 273 272 Custom Stage Data Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff = 6.39 cfs @ 12.90 hrs, Volume= 1.472 af, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 11.185 39 >75% Grass cover, Good, HSG A 5.998 98 Unconnected roofs, HSG A 0.024 96 Gravel surface, HSG A 0.685 77 Fallow, bare soil, HSG A 1.410 30 Woods, Good, HSG A 19.302 58 Weighted Average 13.304 68.93% Pervious Area 5.998 31.07% Impervious Area 5.998 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.12 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 15.0 630 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.3 487 0.0250 1.11 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.2 16 0.0250 1.11 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.7 115 0.0050 1.14 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 18.7 225 0.0004 0.20 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 57.5 1,573 Total Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=19.302 ac Runoff Volume=1.472 af Runoff Depth=0.91" Flow Length=1,573' Tc=57.5 min CN=58 6.39 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-02: East Along Property Line Runoff = 0.01 cfs @ 24.08 hrs, Volume= 0.002 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Adj Description 0.788 39 >75% Grass cover, Good, HSG A 0.010 98 Roofs, HSG A 0.112 98 Unconnected roofs, HSG A * 0.025 100 Water 4.884 30 Woods, Good, HSG A 5.819 33 32 Weighted Average, UI Adjusted 5.672 97.47% Pervious Area 0.147 2.53% Impervious Area 0.112 76.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 100 0.0100 0.09 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 7.2 301 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.5 246 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 33.8 647 Total Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 39HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=5.819 ac Runoff Volume=0.002 af Runoff Depth=0.00" Flow Length=647' Tc=33.8 min UI Adjusted CN=32 0.01 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 40HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-03: Southeast Corner Runoff = 0.18 cfs @ 12.73 hrs, Volume= 0.075 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Adj Description 0.828 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A 0.186 98 Unconnected roofs, HSG A * 0.485 100 Water 1.875 30 Woods, Good, HSG A 3.387 46 44 Weighted Average, UI Adjusted 2.703 79.81% Pervious Area 0.684 20.19% Impervious Area 0.186 27.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 100 0.0150 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 3.7 234 0.0230 1.06 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.9 90 0.1030 1.60 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 20.8 424 Total Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 41HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=3.387 ac Runoff Volume=0.075 af Runoff Depth=0.27" Flow Length=424' Tc=20.8 min UI Adjusted CN=44 0.18 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 42HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff = 0.24 cfs @ 13.20 hrs, Volume= 0.116 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Adj Description 3.167 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 1.108 98 Unconnected roofs, HSG A 0.010 98 Water Surface, HSG A 0.042 96 Gravel surface, HSG A 0.016 77 Fallow, bare soil, HSG A 1.566 30 Woods, Good, HSG A 6.004 49 43 Weighted Average, UI Adjusted 4.791 79.80% Pervious Area 1.213 20.20% Impervious Area 1.108 91.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.4 23 0.0390 0.99 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.3 31 0.0740 1.90 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 2.5 248 0.0560 1.66 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 4.2 291 0.0270 1.15 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 3.0 56 0.0010 0.32 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 33.1 749 Total Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 43HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=6.004 ac Runoff Volume=0.116 af Runoff Depth=0.23" Flow Length=749' Tc=33.1 min UI Adjusted CN=43 0.24 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 44HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-05: Southwest Runoff = 0.98 cfs @ 12.30 hrs, Volume= 0.141 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 10-Year Rainfall=4.52" Area (ac) CN Description 0.782 39 >75% Grass cover, Good, HSG A 0.112 96 Gravel surface, HSG A 0.965 77 Fallow, bare soil, HSG A 0.746 30 Woods, Good, HSG A 2.605 53 Weighted Average 2.605 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 71 0.0670 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.2 39 0.6670 4.08 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.3 82 0.0450 1.06 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 5.0 66 0.0010 0.22 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 16.7 258 Total Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 45HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-05: Southwest Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 10-Year Rainfall=4.52" Runoff Area=2.605 ac Runoff Volume=0.141 af Runoff Depth=0.65" Flow Length=258' Tc=16.7 min CN=53 0.98 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 46HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 27.911 ac, 25.84% Impervious, Inflow Depth > 0.65" for 10-Year event Inflow = 2.39 cfs @ 14.47 hrs, Volume= 1.503 af Primary = 2.39 cfs @ 14.47 hrs, Volume= 1.503 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=27.911 ac 2.39 cfs2.39 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 47HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 5.819 ac, 2.53% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.01 cfs @ 24.08 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 24.08 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=5.819 ac 0.01 cfs0.01 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 48HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.387 ac, 20.19% Impervious, Inflow Depth = 0.27" for 10-Year event Inflow = 0.18 cfs @ 12.73 hrs, Volume= 0.075 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 272.73' @ 25.22 hrs Surf.Area= 14,896 sf Storage= 3,260 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=3.387 ac Peak Elev=272.73' Storage=3,260 cf 0.18 cfs Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 49HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 50HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond SMB-1: Stormwater Management Basin Inflow Area = 25.306 ac, 28.50% Impervious, Inflow Depth = 0.75" for 10-Year event Inflow = 6.61 cfs @ 12.91 hrs, Volume= 1.587 af Outflow = 2.23 cfs @ 14.53 hrs, Volume= 1.362 af, Atten= 66%, Lag= 97.3 min Primary = 2.23 cfs @ 14.53 hrs, Volume= 1.362 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 273.17' @ 14.53 hrs Surf.Area= 22,372 sf Storage= 24,879 cf Plug-Flow detention time= 223.3 min calculated for 1.361 af (86% of inflow) Center-of-Mass det. time= 157.1 min ( 1,117.3 - 960.2 ) Volume Invert Avail.Storage Storage Description #1 271.75' 70,459 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 271.75 11,493 0 0 272.00 13,999 3,187 3,187 273.00 21,909 17,954 21,141 274.00 24,652 23,281 44,421 275.00 27,423 26,038 70,459 Device Routing Invert Outlet Devices #1 Primary 272.25'43.0 deg x 0.5' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 274.50'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 274.75'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=2.23 cfs @ 14.53 hrs HW=273.17' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 2.23 cfs @ 2.81 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=271.75' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 51HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Inflow OutflowPrimarySecondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=25.306 ac Peak Elev=273.17' Storage=24,879 cf 6.61 cfs 2.23 cfs2.23 cfs 0.00 cfs Pond SMB-1: Stormwater Management Basin TotalPrimarySecondary Stage-Discharge Discharge (cfs) 302520151050Elevation (feet)275 274 273 272 Sharp-Crested Vee/Trap Weir Sharp-Crested Rectangular Weir Broad-Crested Rectangular Weir Proposed Conditions NRCC 24-hr C 10-Year Rainfall=4.52"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 52HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 70,00060,00050,00040,00030,00020,00010,0000 Surface/Horizontal/Wetted Area (sq-ft)26,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)275 274 273 272 Custom Stage Data Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 53HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff = 11.96 cfs @ 12.85 hrs, Volume= 2.472 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 11.185 39 >75% Grass cover, Good, HSG A 5.998 98 Unconnected roofs, HSG A 0.024 96 Gravel surface, HSG A 0.685 77 Fallow, bare soil, HSG A 1.410 30 Woods, Good, HSG A 19.302 58 Weighted Average 13.304 68.93% Pervious Area 5.998 31.07% Impervious Area 5.998 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.12 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 15.0 630 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.3 487 0.0250 1.11 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.2 16 0.0250 1.11 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.7 115 0.0050 1.14 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 18.7 225 0.0004 0.20 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 57.5 1,573 Total Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 54HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=19.302 ac Runoff Volume=2.472 af Runoff Depth=1.54" Flow Length=1,573' Tc=57.5 min CN=58 11.96 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 55HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-02: East Along Property Line Runoff = 0.05 cfs @ 17.01 hrs, Volume= 0.041 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Adj Description 0.788 39 >75% Grass cover, Good, HSG A 0.010 98 Roofs, HSG A 0.112 98 Unconnected roofs, HSG A * 0.025 100 Water 4.884 30 Woods, Good, HSG A 5.819 33 32 Weighted Average, UI Adjusted 5.672 97.47% Pervious Area 0.147 2.53% Impervious Area 0.112 76.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 100 0.0100 0.09 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 7.2 301 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.5 246 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 33.8 647 Total Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 56HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=5.819 ac Runoff Volume=0.041 af Runoff Depth=0.09" Flow Length=647' Tc=33.8 min UI Adjusted CN=32 0.05 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 57HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-03: Southeast Corner Runoff = 0.81 cfs @ 12.41 hrs, Volume= 0.171 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Adj Description 0.828 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A 0.186 98 Unconnected roofs, HSG A * 0.485 100 Water 1.875 30 Woods, Good, HSG A 3.387 46 44 Weighted Average, UI Adjusted 2.703 79.81% Pervious Area 0.684 20.19% Impervious Area 0.186 27.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 100 0.0150 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 3.7 234 0.0230 1.06 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.9 90 0.1030 1.60 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 20.8 424 Total Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 58HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=3.387 ac Runoff Volume=0.171 af Runoff Depth=0.61" Flow Length=424' Tc=20.8 min UI Adjusted CN=44 0.81 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 59HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff = 0.98 cfs @ 12.67 hrs, Volume= 0.275 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Adj Description 3.167 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 1.108 98 Unconnected roofs, HSG A 0.010 98 Water Surface, HSG A 0.042 96 Gravel surface, HSG A 0.016 77 Fallow, bare soil, HSG A 1.566 30 Woods, Good, HSG A 6.004 49 43 Weighted Average, UI Adjusted 4.791 79.80% Pervious Area 1.213 20.20% Impervious Area 1.108 91.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.4 23 0.0390 0.99 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.3 31 0.0740 1.90 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 2.5 248 0.0560 1.66 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 4.2 291 0.0270 1.15 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 3.0 56 0.0010 0.32 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 33.1 749 Total Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 60HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=6.004 ac Runoff Volume=0.275 af Runoff Depth=0.55" Flow Length=749' Tc=33.1 min UI Adjusted CN=43 0.98 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 61HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-05: Southwest Runoff = 2.21 cfs @ 12.28 hrs, Volume= 0.255 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 25-Year Rainfall=5.64" Area (ac) CN Description 0.782 39 >75% Grass cover, Good, HSG A 0.112 96 Gravel surface, HSG A 0.965 77 Fallow, bare soil, HSG A 0.746 30 Woods, Good, HSG A 2.605 53 Weighted Average 2.605 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 71 0.0670 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.2 39 0.6670 4.08 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.3 82 0.0450 1.06 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 5.0 66 0.0010 0.22 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 16.7 258 Total Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 62HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-05: Southwest Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 25-Year Rainfall=5.64" Runoff Area=2.605 ac Runoff Volume=0.255 af Runoff Depth=1.17" Flow Length=258' Tc=16.7 min CN=53 2.21 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 63HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 27.911 ac, 25.84% Impervious, Inflow Depth > 1.19" for 25-Year event Inflow = 5.99 cfs @ 13.84 hrs, Volume= 2.768 af Primary = 5.99 cfs @ 13.84 hrs, Volume= 2.768 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=27.911 ac 5.99 cfs5.99 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 64HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 5.819 ac, 2.53% Impervious, Inflow Depth = 0.09" for 25-Year event Inflow = 0.05 cfs @ 17.01 hrs, Volume= 0.041 af Primary = 0.05 cfs @ 17.01 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5.819 ac 0.05 cfs0.05 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 65HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.387 ac, 20.19% Impervious, Inflow Depth = 0.61" for 25-Year event Inflow = 0.81 cfs @ 12.41 hrs, Volume= 0.171 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 273.00' @ 25.22 hrs Surf.Area= 17,090 sf Storage= 7,441 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.387 ac Peak Elev=273.00' Storage=7,441 cf 0.81 cfs Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 66HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 67HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond SMB-1: Stormwater Management Basin Inflow Area = 25.306 ac, 28.50% Impervious, Inflow Depth = 1.30" for 25-Year event Inflow = 12.87 cfs @ 12.84 hrs, Volume= 2.747 af Outflow = 5.67 cfs @ 13.87 hrs, Volume= 2.513 af, Atten= 56%, Lag= 61.3 min Primary = 5.67 cfs @ 13.87 hrs, Volume= 2.513 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 273.74' @ 13.87 hrs Surf.Area= 23,947 sf Storage= 38,173 cf Plug-Flow detention time= 164.0 min calculated for 2.511 af (91% of inflow) Center-of-Mass det. time= 121.2 min ( 1,060.6 - 939.4 ) Volume Invert Avail.Storage Storage Description #1 271.75' 70,459 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 271.75 11,493 0 0 272.00 13,999 3,187 3,187 273.00 21,909 17,954 21,141 274.00 24,652 23,281 44,421 275.00 27,423 26,038 70,459 Device Routing Invert Outlet Devices #1 Primary 272.25'43.0 deg x 0.5' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 274.50'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 274.75'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=5.66 cfs @ 13.87 hrs HW=273.74' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 5.66 cfs @ 3.49 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=271.75' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 68HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Inflow OutflowPrimarySecondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=25.306 ac Peak Elev=273.74' Storage=38,173 cf 12.87 cfs 5.67 cfs5.67 cfs 0.00 cfs Pond SMB-1: Stormwater Management Basin TotalPrimarySecondary Stage-Discharge Discharge (cfs) 302520151050Elevation (feet)275 274 273 272 Sharp-Crested Vee/Trap Weir Sharp-Crested Rectangular Weir Broad-Crested Rectangular Weir Proposed Conditions NRCC 24-hr C 25-Year Rainfall=5.64"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 69HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 70,00060,00050,00040,00030,00020,00010,0000 Surface/Horizontal/Wetted Area (sq-ft)26,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)275 274 273 272 Custom Stage Data Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 70HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff = 25.48 cfs @ 12.83 hrs, Volume= 4.890 af, Depth= 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 11.185 39 >75% Grass cover, Good, HSG A 5.998 98 Unconnected roofs, HSG A 0.024 96 Gravel surface, HSG A 0.685 77 Fallow, bare soil, HSG A 1.410 30 Woods, Good, HSG A 19.302 58 Weighted Average 13.304 68.93% Pervious Area 5.998 31.07% Impervious Area 5.998 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 100 0.0200 0.12 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 15.0 630 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.3 487 0.0250 1.11 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.2 16 0.0250 1.11 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.7 115 0.0050 1.14 Shallow Concentrated Flow, E-F Unpaved Kv= 16.1 fps 18.7 225 0.0004 0.20 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 57.5 1,573 Total Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 71HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-01: North, Adjacent to Parsons Brook Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=19.302 ac Runoff Volume=4.890 af Runoff Depth=3.04" Flow Length=1,573' Tc=57.5 min CN=58 25.48 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 72HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-02: East Along Property Line Runoff = 0.66 cfs @ 12.89 hrs, Volume= 0.259 af, Depth= 0.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Adj Description 0.788 39 >75% Grass cover, Good, HSG A 0.010 98 Roofs, HSG A 0.112 98 Unconnected roofs, HSG A * 0.025 100 Water 4.884 30 Woods, Good, HSG A 5.819 33 32 Weighted Average, UI Adjusted 5.672 97.47% Pervious Area 0.147 2.53% Impervious Area 0.112 76.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 100 0.0100 0.09 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 7.2 301 0.0100 0.70 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 7.5 246 0.0120 0.55 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 33.8 647 Total Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 73HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-02: East Along Property Line Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=5.819 ac Runoff Volume=0.259 af Runoff Depth=0.54" Flow Length=647' Tc=33.8 min UI Adjusted CN=32 0.66 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 74HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-03: Southeast Corner Runoff = 3.42 cfs @ 12.34 hrs, Volume= 0.448 af, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Adj Description 0.828 39 >75% Grass cover, Good, HSG A 0.013 98 Roofs, HSG A 0.186 98 Unconnected roofs, HSG A * 0.485 100 Water 1.875 30 Woods, Good, HSG A 3.387 46 44 Weighted Average, UI Adjusted 2.703 79.81% Pervious Area 0.684 20.19% Impervious Area 0.186 27.19% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 100 0.0150 0.10 Sheet Flow, A-B Grass: Dense n= 0.240 P2= 3.11" 3.7 234 0.0230 1.06 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.9 90 0.1030 1.60 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 20.8 424 Total Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 75HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-03: Southeast Corner Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=3.387 ac Runoff Volume=0.448 af Runoff Depth=1.59" Flow Length=424' Tc=20.8 min UI Adjusted CN=44 3.42 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 76HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff = 4.30 cfs @ 12.54 hrs, Volume= 0.745 af, Depth= 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Adj Description 3.167 39 >75% Grass cover, Good, HSG A 0.095 98 Roofs, HSG A 1.108 98 Unconnected roofs, HSG A 0.010 98 Water Surface, HSG A 0.042 96 Gravel surface, HSG A 0.016 77 Fallow, bare soil, HSG A 1.566 30 Woods, Good, HSG A 6.004 49 43 Weighted Average, UI Adjusted 4.791 79.80% Pervious Area 1.213 20.20% Impervious Area 1.108 91.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0180 0.07 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.4 23 0.0390 0.99 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.3 31 0.0740 1.90 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 2.5 248 0.0560 1.66 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 4.2 291 0.0270 1.15 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 3.0 56 0.0010 0.32 Shallow Concentrated Flow, F-G Nearly Bare & Untilled Kv= 10.0 fps 33.1 749 Total Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 77HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-04: Southwest Adjacent to Ladyslipper Ln Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=6.004 ac Runoff Volume=0.745 af Runoff Depth=1.49" Flow Length=749' Tc=33.1 min UI Adjusted CN=43 4.30 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 78HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment Pr-05: Southwest Runoff = 5.39 cfs @ 12.26 hrs, Volume= 0.543 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs NRCC 24-hr C 100-Year Rainfall=7.90" Area (ac) CN Description 0.782 39 >75% Grass cover, Good, HSG A 0.112 96 Gravel surface, HSG A 0.965 77 Fallow, bare soil, HSG A 0.746 30 Woods, Good, HSG A 2.605 53 Weighted Average 2.605 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 71 0.0670 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.11" 0.2 39 0.6670 4.08 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.3 82 0.0450 1.06 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 5.0 66 0.0010 0.22 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 16.7 258 Total Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 79HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Subcatchment Pr-05: Southwest Runoff Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.90" Runoff Area=2.605 ac Runoff Volume=0.543 af Runoff Depth=2.50" Flow Length=258' Tc=16.7 min CN=53 5.39 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 80HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-1: Parsons Brook Inflow Area = 27.911 ac, 25.84% Impervious, Inflow Depth > 2.55" for 100-Year event Inflow = 20.96 cfs @ 13.25 hrs, Volume= 5.930 af Primary = 20.96 cfs @ 13.25 hrs, Volume= 5.930 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-1: Parsons Brook InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.911 ac 20.96 cfs20.96 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 81HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-2: East Wetland Inflow Area = 5.819 ac, 2.53% Impervious, Inflow Depth = 0.54" for 100-Year event Inflow = 0.66 cfs @ 12.89 hrs, Volume= 0.259 af Primary = 0.66 cfs @ 12.89 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Pond AP-2: East Wetland InflowPrimary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.819 ac 0.66 cfs0.66 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 82HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond AP-3: South Isolated Wetland Inflow Area = 3.387 ac, 20.19% Impervious, Inflow Depth = 1.59" for 100-Year event Inflow = 3.42 cfs @ 12.34 hrs, Volume= 0.448 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 273.64' @ 25.22 hrs Surf.Area= 20,102 sf Storage= 19,495 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 272.50' 26,951 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 272.50 12,930 0 0 273.00 17,125 7,514 7,514 274.00 21,750 19,438 26,951 Pond AP-3: South Isolated Wetland Inflow Hydrograph Time (hours)3029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=3.387 ac Peak Elev=273.64' Storage=19,495 cf 3.42 cfs Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 83HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond AP-3: South Isolated Wetland Total Stage-Discharge Discharge (cfs) 0Elevation (feet)274 273 Pond AP-3: South Isolated Wetland SurfaceStorage Stage-Area-Storage Storage (cubic-feet) 25,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft)20,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)274 273 Custom Stage Data Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 84HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Summary for Pond SMB-1: Stormwater Management Basin Inflow Area = 25.306 ac, 28.50% Impervious, Inflow Depth = 2.67" for 100-Year event Inflow = 28.66 cfs @ 12.78 hrs, Volume= 5.634 af Outflow = 20.00 cfs @ 13.26 hrs, Volume= 5.387 af, Atten= 30%, Lag= 28.4 min Primary = 20.00 cfs @ 13.26 hrs, Volume= 5.387 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Peak Elev= 274.74' @ 13.26 hrs Surf.Area= 26,704 sf Storage= 63,436 cf Plug-Flow detention time= 109.7 min calculated for 5.387 af (96% of inflow) Center-of-Mass det. time= 85.8 min ( 1,000.3 - 914.5 ) Volume Invert Avail.Storage Storage Description #1 271.75' 70,459 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 271.75 11,493 0 0 272.00 13,999 3,187 3,187 273.00 21,909 17,954 21,141 274.00 24,652 23,281 44,421 275.00 27,423 26,038 70,459 Device Routing Invert Outlet Devices #1 Primary 272.25'43.0 deg x 0.5' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 274.50'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 274.75'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=19.99 cfs @ 13.26 hrs HW=274.74' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 16.16 cfs @ 4.38 fps) 2=Sharp-Crested Rectangular Weir (Weir Controls 3.84 cfs @ 1.60 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=271.75' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 85HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Inflow OutflowPrimarySecondary Hydrograph Time (hours) 3029282726252423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=25.306 ac Peak Elev=274.74' Storage=63,436 cf 28.66 cfs 20.00 cfs20.00 cfs 0.00 cfs Pond SMB-1: Stormwater Management Basin TotalPrimarySecondary Stage-Discharge Discharge (cfs) 302520151050Elevation (feet)275 274 273 272 Sharp-Crested Vee/Trap Weir Sharp-Crested Rectangular Weir Broad-Crested Rectangular Weir Proposed Conditions NRCC 24-hr C 100-Year Rainfall=7.90"CED-Proposed-R3 Printed 3/6/2019Prepared by Hewlett-Packard Company Page 86HydroCAD® 10.00-22 s/n 07599 © 2018 HydroCAD Software Solutions LLC Pond SMB-1: Stormwater Management Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 70,00060,00050,00040,00030,00020,00010,0000 Surface/Horizontal/Wetted Area (sq-ft)26,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Elevation (feet)275 274 273 272 Custom Stage Data Stormwater Report November 26, 2018 APPENDIX C MMI BORING LOGS PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 1 2 3 5 6 6 7 6 2 4 SAND 5 4 9.1'G.W.T 270.9' 3 3 3 3 12.0'268.0' UT = UNDISTURBED THINWALL 30 + = HARD 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 22 20 21 18 19 14 15 16 17 Bottom of Exploration ±12.0' 11 13 S-4 24 12 10 S-4: Loose, brown, fine to medium SAND, little Silt. S-3: Loose, light brown, fine to medium SAND, little Silt. 6 4 5 19 S-2: Medium dense, light brown, fine to coarse SAND, little fine Gravel, trace Silt. 3 S-1: Loose, brown, fine to coarse SAND, little fine Gravel, trace Silt. 1 S-1 18 ELEV. (FT.)RemarkDepth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" STRATUM DESCRIPTIONBURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) SIZE ID (IN.)9.1' HMR. WT (LB.)CME-55 LCX TYPE EQUIPMENT:GROUNDWATER DEPTH (FT.) GROUND SURFACE ELEVATION:September 14, 2018 CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-1 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS ±280.0 WATER DEPTH TYPE OF RIG: TRACK W/ AUTO HAMMER RIG MODEL: Remarks:COHESIONLESS SOILS 50+ = VERY DENSE 15-30 = VERY STIFF 7 8 9 S-3 COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE HMR. FALL (IN.)LABORATORY TESTING SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)2 S-2 20 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 1 7 9 8 7 7 7 3.6'G.W.T 268.4' 5 4 6 SILTY SAND 6 4 6 6 8 8 12.0'260.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-2 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:272.0' SIZE ID (IN.)3.6' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Medium dense, light brown, fine to medium SAND, some Silt. 1 2 S-2: Medium dense, light brown, fine to medium SAND and SILT. 3 16 4 S-2 S-3: Medium dense, brown, fine to medium SAND, some Silt. S-3 19 5 9 7 8 6 10 S-4: Medium dense, brown, fine to medium SAND, some Silt. 11 Bottom of Exploration ±12.0' 13 12 S-4 17 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 18 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 1 3 4 5 4 5 5 5 SAND 4 5 4 4 8.5'271.5' SILTY SAND 4 5 11.0'G.W.T 269.0' 6 6 12.0'268.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-3 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:280.0' SIZE ID (IN.)11.0' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Loose, reddish-brown, fine to coarse SAND, little fine Gravel, trace Silt. 1 2 S-2: Medium dense, brown, fine to coarse SAND, little Silt, trace fine Gravel. 3 10 4 S-2 S-3: Loose, light brown, fine to coarse SAND, little Silt, trace fine Gravel. S-3 14 5 9 7 8 6 10 S-4: Medium dense, light brown, fine to coarse SAND, some Silt. 11 Bottom of Exploration ±12.0' 13 12 S-4 20 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 19 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 1 2 3 7 8 7 9 8 SAND 5 6 7 6 8.5'279.5' SILT 3 5 11.0'G.W.T 277.0' 5 5 12.0'276.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-4 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:288.0' SIZE ID (IN.)11.0' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Loose, brown, fine to coarse SAND, little fine Gravel, little Silt. 1 2 S-2: Medium dense, light brown, fine to medium SAND, little Silt. 3 10 4 S-2 S-3: Medium dense, light brown, fine to medium SAND, little Silt. S-3 22 5 9 7 8 6 10 S-4: Medium dense, light brown, SILT, little fine to coarse SAND. 11 Bottom of Exploration ±12.0' 13 12 S-4 24 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 11 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 1 2 5 7 8 6 7 7 3 4 SAND 5 4 8.0'G.W.T 270.0' 4 6 7 8 12.0'266.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-5 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:278.0' SIZE ID (IN.)8.0' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Loose, brown, fine to coarse SAND, little fine Gravel, little Silt. 1 2 S-2: Medium dense, light brown, fine to coarse SAND, little fine Gravel, trace Silt. 3 19 4 S-2 S-3: Loose, light brown, fine to medium SAND, little Silt. S-3 20 5 9 7 8 6 10 S-4: Medium dense, reddish-brown, fine to coarse SAND, little Silt, trace fine Gravel. 11 Bottom of Exploration ±12.0' 13 12 S-4 24 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 14 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 2 7 5 7 1.9'G.W.T 272.1' 9 10 13 15 4 4 SAND 4 4 4 2 3 2 12.0'262.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-6 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:274.0' SIZE ID (IN.)1.9' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Medium dense, light brown, fine to coarse SAND, little Silt, trace fine Gravel. 1 2 S-2: Medium dense, light brown, fine to coarse SAND, little Silt. 3 20 4 S-2 S-3: Loose, brown, fine to coarse SAND, little Silt. S-3 23 5 9 7 8 6 10 S-4: Loose, brown, fine to coarse SAND, little Silt, trace fine Gravel. 11 Bottom of Exploration ±12.0' 13 12 S-4 20 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 19 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 PROJECT: LOCATION: PROJ. NO: CLIENT: DATE: AUGER CASING SAMPLER COREBRL. SSA -SS -DATE TIME 4 -1 3/8 -2018-07-14 --140 - --30 - 6 11 12 14 2.3'G.W.T 273.7' 16 16 18 18 4 4 SAND 7 5 3 2 3 2 12.0'264.0' UT = UNDISTURBED THINWALL TEST BORING LOG PROPOSED SOLAR ARRAY BORING NO.: MM-7 SHEET: 1 of 1 NORTHAMPTON, MASSACHUSETTS CONTRACTOR: SITE, LLC 5223-11 FOREMAN: J. DEANGELIS CON EDISON SOLUTIONS INSPECTOR: R. GOWISNOCK September 14, 2018 GROUND SURFACE ELEVATION:276.0' SIZE ID (IN.)2.3' HMR. WT (LB.) EQUIPMENT:GROUNDWATER DEPTH (FT.) TYPE WATER DEPTH HMR. FALL (IN.)LABORATORY TESTING TYPE OF RIG: TRACK W/ AUTO HAMMER Depth (FT) SAMPLE NUMBER RECOVER Y (IN) BLOWS PER 6" SOIL AND ROCK CLASSIFICATION-DESCRIPTION DEPTH (FT.)BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) STRATUM DESCRIPTION ELEV. (FT.)RemarkS-1: Medium dense, brown, fine to coarse SAND, little fine to coarse Gravel, trace Silt. 1 2 S-2: Dense, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt. 3 20 4 S-2 S-3: Medium dense, gray/brown, fine to coarse SAND, little Silt, trace fine to coarse S-3 18 5 9 Gravel. 7 8 6 10 S-4: Loose, gray/brown, fine to coarse SAND, trace fine to coarse Gravel, trace Silt. 11 Bottom of Exploration ±12.0' 13 12 S-4 24 14 15 16 17 18 19 20 21 22 Remarks:COHESIONLESS SOILS COHESIVE SOILS SAMPLE TYPE PROPORTIONS N = 0 - 4 = VERY LOOSE N = 0 -2 = VERY SOFT C = ROCK CORE trace = <10% 4-10 = LOOSE 2 - 4 = SOFT S = SPLIT SPOON little = 10% - 20% 10-30 = MEDIUM DENSE 4 - 8 = MEDIUM UP = UNDISTURBED PISTON some = 20% - 35% 30-50 = DENSE 8 -15 = STIFF and = 35% - 50% 50+ = VERY DENSE 15-30 = VERY STIFF 30 + = HARD RIG MODEL: CME-55 LCX S-1 20 99 Realty Drive Cheshire, CT 06410 (203) 271-1773 280290290290280290280290290280290290290280300300280290280290290290280280280280280280280280280280290290280280280290280290280280280280280280290280290290290290290300310310310310310290290280280300290300300300290280290290290280290280300290280290300290290290290280280280280280100' WETLAND BUFFER200' RIVERFRONT AREA50' PROPERTY SETBACK100' WETLAND BUFFER40' BLSF BUFFERFEMA FLOOD ZONE ABILL WILLARD INCBK. 1157 PG. 444LADYSLIPPER LNBILL WILLARD INCBK. 1583 PG. 727BILL WILLARD INC.BK. 4295 PG. 332JAMES GUGGINA & FREDE. CRISPBK. 7166 PG. 75PAMELA PARSONSBK. 5534 PG. 332MELANIE J. & KAREN A.CURRIEBK. 3620 PG. 54JOHN W. HORNOR &RONALD E. SKINNBK. 9719 PG. 236CLAUDE D. & ANNDUQUETTEBK. 2780 PG. 262ALEXANDER SIMONBK. 8090 PG. 169JAMES J. & RUTHMARTIN-REHRMANNBK. 2785 PG. 243KERRY F. & DONNA L.MEEHANBK. 8745 PG. 227JAMIE ANN CAPLANBK. 10705 PG. 62BILL E. & LAUREN E.PETERSONBK. 5276 PG. 296KARA KRITIS HARPERBK. 11359 PG. 127DONNA MEISSE & JOEHAMILLBK. 3799 PG. 344GERALD & SUSAN C.HAGUEBK. 2004 PG. 264CAROL CARGILLBK. 6757 PG. 79JAMES M. & LORI J.CAMPOSEOBK. 2616 PG. 184MATTHEW J. HUSEBK. 5615 PG. 335PAUL S. & TAMARA J.BOURGEOISBK. 11363 PG. 290JULIE KOSSON &MARCIA MERITHEWBK. 4281 PG. 151LORRAINE MANGIONEBK. 3646 PG. 112MELISSA & PATRICK W.HAYES IIIBK. 3360 PG. 25350' PROPERTY SETBACKGRAVEL DRIVEPROPOSED PV SOLAR COMPOUND21 ± AcPROPOSED SOLAR COMPOUND CHAINLINK SECURITY FENCE (TYP)SHEET NAMEDATEFIG. 2PROJECT NO.DESIGNEDMRGSCALEDRAWNHMMCHECKEDMRGSWNESEPTEMBER 21, 20185223-111"=80'SUBSURFACE EXPLORATION LOCATION PLANNORTHAMPTON SOLAR ARRAY1010 RYAN ROADNORTHAMPTON, MASSACHUSETTSSHEET NO.1 OF 1DESCRIPTIONBYDATE0'40' 80'0 1/2" 1"Copyright Milone & MacBroom, Inc - 2018MM-2MM-7MM-1MM-6MM-3MM-5MM-4 Stormwater Report November 26, 2018 APPENDIX D NRCS WEB SOIL SURVEY Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 1 of 64685100468550046859004686300468670046871004685100468550046859004686300468670046871004687500687600688000688400688800689200689600690000690400690800691200 687600 688000 688400 688800 689200 689600 690000 690400 690800 691200 42° 19' 0'' N 72° 43' 31'' W42° 19' 0'' N72° 40' 39'' W42° 17' 38'' N 72° 43' 31'' W42° 17' 38'' N 72° 40' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 500 1000 2000 3000 Feet 0 250 500 1000 1500 Meters Map Scale: 1:18,000 if printed on A landscape (11" x 8.5") sheet. 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. 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: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 11, Sep 14, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 28, 2011—Apr 18, 2011 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—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 2 of 6 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Water 5.5 0.3% 12A Maybid silt loam, 0 to 3 percent slopes C/D 11.9 0.7% 30A Raynham silt loam, 0 to 3 percent slopes C/D 55.4 3.4% 31A Walpole sandy loam, 0 to 3 percent slopes B/D 20.1 1.2% 39A Scarboro mucky fine sandy loam, 0 to 3 percent slopes A/D 14.1 0.9% 51A Swansea muck, 0 to 1 percent slopes B/D 31.2 1.9% 52A Freetown muck, central lowland, 0 to 1 percent slopes B/D 55.0 3.4% 88A Ridgebury fine sandy loam, 0 to 3 percent slopes, very stony D 21.1 1.3% 88B Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony D 7.8 0.5% 225A Belgrade silt loam, 0 to 3 percent slopes C 9.0 0.6% 225B Belgrade silt loam, 3 to 8 percent slopes C 98.8 6.0% 253A Hinckley loamy sand, 0 to 3 percent slopes A 260.8 15.9% 253B Hinckley loamy sand, 3 to 8 percent slopes A 217.4 13.3% 253C Hinckley loamy sand, 8 to 15 percent slopes A 74.8 4.6% 253D Hinckley loamy sand, 15 to 25 percent slopes A 15.6 1.0% 254A Merrimac fine sandy loam, 0 to 3 percent slopes A 7.1 0.4% 255D Windsor loamy sand, 15 to 25 percent slopes A 13.6 0.8% 258A Amostown fine sandy loam, 0 to 3 percent slopes B 10.7 0.7% 258B Amostown fine sandy loam, 3 to 8 percent slopes B 91.9 5.6% Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 3 of 6 Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 260A Sudbury fine sandy loam, 0 to 3 percent slopes B 11.6 0.7% 260B Sudbury fine sandy loam, 3 to 8 percent slopes B 11.8 0.7% 301C Montauk fine sandy loam, 8 to 15 percent slopes, very stony C 1.7 0.1% 306B Paxton fine sandy loam, 0 to 8 percent slopes, very stony C 15.8 1.0% 306C Paxton fine sandy loam, 8 to 15 percent slopes, very stony C 84.4 5.1% 306D Paxton fine sandy loam, 15 to 25 percent slopes, very stony C 2.0 0.1% 310C Woodbridge fine sandy loam, 8 to 15 percent slopes C/D 9.4 0.6% 311B Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony C/D 41.3 2.5% 311C Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony C/D 40.7 2.5% 314B Woodbridge fine sandy loam, 3 to 8 percent slopes, stony C/D 0.3 0.0% 398B Wethersfield fine sandy loam, 3 to 8 percent slopes, very stony C 38.5 2.3% 398C Wethersfield fine sandy loam, 8 to 15 percent slopes, very stony C 38.4 2.3% 406B Charlton fine sandy loam, 3 to 8 percent slopes, very stony B 36.2 2.2% 441B Gloucester fine sandy loam, 3 to 8 percent slopes, very stony A 8.1 0.5% 534C Gloucester fine sandy loam, 8 to 15 percent slopes, stony A 3.4 0.2% 600 Pits, gravel 169.1 10.3% 651 Udorthents, smoothed 15.8 1.0% 711E Charlton-Rock outcrop- Hollis complex, steep 56.7 3.5% Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 4 of 6 Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 727A Enosburg fine sandy loam, 0 to 3 percent slopes C/D 11.3 0.7% 727B Enosburg fine sandy loam, 3 to 8 percent slopes C/D 5.8 0.4% 749B Windsor loamy sand, silty substratum, 3 to 8 percent slopes A 13.2 0.8% 749C Windsor loamy sand, silty substratum, 8 to 15 percent slopes A 2.9 0.2% Totals for Area of Interest 1,640.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 5 of 6 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/12/2017 Page 6 of 6