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HomeMy WebLinkAbout23SITE8-669Rte163-Site Plan Review Supplemental Information 06202023 westonandsampson.com 55 Walkers Brook Drive, Suite 100, Reading, MA 01867 Tel: 978.532.1900 June 20, 2023 Ms. Liz Burdick Director, Department of Land Use & Development Town of Montville 310 Norwich-New London Turnpike Montville, CT 06382 Re: Supplemental Information for Site Plan Application (No. 23SITE8) Montville Landfill Solar Project 669 Oakdale Road, Montville, CT 06353 Dear Ms. Burdick: Weston & Sampson Engineers, Inc. (Weston & Sampson), on behalf of VCP Montville LF, LLC, is submitting this cover letter to provide supplemental information in support of a Site Plan Application (Application No. 23SITE8) previously submitted for the above-mentioned project. VCP Montville LF, LLC proposes to develop an approximately 600 kilowatt (kW AC) ground-mounted solar photovoltaic facility at the Town of Montville Landfill located at 669 Oakdale Road. The landfill site is owned by the Town of Montville. The Town selected VCP Montville LF, LLC to design, permit, construct, own, operate, and maintain the solar PV facility. The solar PV array is to be supported on concrete ballasted foundations. Panel racking will be installed above the ballasted foundations and solar PV modules will be attached to the racking. Electricity generated by the facility will run through a transformer located on top of the landfill before connecting into the utility-owned grid via utility poles on CT Route 163. The solar facility will be secured with ballasted chain link fencing. The project is located within the government zoning district (G District). A USGS quad map, including the site location and zoning district, is provided as an attachment to this letter. The Site Plan Application form and project design drawings were submitted to the Town on June 8, 2023. In response to this submission, the Town requested the following information: · Stormwater Report with drainage and hydraulic calculations · Site Plan Checklist · Erosion and Sedimentation (E&S) Control Plan and Checklist A stormwater report with hydraulic calculations and drainage maps is included as an attachment to this letter. The Site Plan checklist, E&S checklist, and associated attachments are also included with this letter. If you have any further questions or require any additional information, please feel free to contact me by email at bukowski.rob@wseinc.com. Sincerely, WESTON & SAMPSON ENGINEERS, INC. Robert J. Bukowski, P.E. Project Manager cc: James Cerkanowicz, PE (VCP Montville LF, LLC) Attachments: Figure 1 – Location Map Site Plan Review Checklist Erosion and Sedimentation Control Checklist and Plan Stormwater Report Figure 1 – Location Map P:\Private\Verogy Solar\Montville, CT Landfill\Design\CAD\03 Sheets\06 - Montville Figure 1 Zone.dwg Reviewed By:Drawn By: DEDCOPYRIGHT © 2023 WESTON & SAMPSON, INC.TOWN OF MONTVILLE669 ROUTE 163MONTVILLE, CTPERMITTINGWESTON & SAMPSON ENGINEERS, INC.712 BROOK STREET, SUITE 103ROCKY HILL, CT 06067860.513.1473 800.SAMPSONwww.westonandsampson.comDRAFTLOCATION MAPApproved By:DEDMRCRJBDATE:06/XX/2023FIGURE 11000'1500'500'0'SCALE: 1" = 1000'SITE LOCATIONR40R40R40R-20-MR120R20OSR20R120R120OSR20GOV Site Plan Review Checklist C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc Site Plan Review Checklist Site plans are required for all commercial and industrial uses and residential special permits. Site plans shall comply with Section 17 of the Zoning Regulations and shall be drawn at a scale of 1"=40' or at a scale approved by the Planning Director. (Maximum size 24" x 36") A written statement describing the proposed use or uses in sufficient detail will be submitted with each site plan to determine compliance with the permitted uses or special permits in the applicable district. A location map at a scale of one inch (1") equals 1,000 feet shall be submitted showing the subject property, streets, lot lines, and zoning district boundaries within 1,000 feet of the subject property. If space permits, the location map may be included as an insert on the site plan as required in section 17.4. An 8-½ x 11 inch photocopy of a USGS quad map with the project outlined must accompany the site plan. The name and address of the applicant and owner of record. North arrow, scale, date of the drawing or its revision and the name(s) and seal(s) of those persons preparing the site plan. Property boundaries, dimensions, and area in acres and square feet and all existing monuments, pipe markers and other physical evidence concerning property boundaries. Zoning districts and dimensions of all yards as required by these regulations. This information will be shown in both mapped and tabular form. Existing and proposed contour lines at 5 ft. Intervals. The Town Planner may require a 2 ft. Contour interval in order to clearly show topography and drainage. Location, width, and purpose of all existing and proposed easements and rights-of-way on the property. Location of all existing watercourses, wetlands, public water supply watershed boundaries, bedrock outcrops, and where appropriate, the mean high water line, flood hazard areas, and channel encroachment lines. Location and size in square feet of all existing and proposed structures including underground storage tanks and uses on the property and the approximate locations and size of all existing structures on the abutting properties which are within 100 feet of the property lot lines. Location of all storage areas for materials, supplies, products, vehicles and equipment that will not be kept inside a structure as required by the zoning regulations. Location, size, and arrangement of all parking and loading areas including existing and proposed driveway entrances and exits. The Town Planner may require the applicant to submit a traffic evaluation report or pedestrian report prepared by by an engineer, licesnsed in the State of Connecticut, if the proposed development has the potential to impact traffic flow or significantly impact peak traffic counts. Location, size, and arrangement of all pedestrian walkways and sidewalks. Location, layout, type, and size of buffer or landscape area, plant materials, fencing, screening devices, or other materials proposed for use. Site Plan Review Checklist Page 1 of 3 C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc Location, size, height, lighting, and orientation of all signs. Location, size, height, and orientation of all outdoor lighting facilities. The stormwater drainage system, including the location and elevations of all existing and proposed street drainage facilities within 100 feet of the property. The Town Planner of Town Engineer may require additional information and/or details regarding off-site drainage features affected by, or impacting upon the proposed development. Stormwater management systems shall be designed in accordance with the 2004 Connecticut Stormwater Quality Manual as may be amended from time to time. Location, size, and type of all water and fire protection facilities. Location, size, and type of all sewerage disposal facilities. Building elevations or preliminary architectural drawings showing the general type of building proposed for construction. In cases where the applicant intends to develop in stages, an overall site and staging plan shall be required. The Commission may require the applicant to submit an environmental evaluation report for a proposed development located in an environmentally sensitive area. Evaluation reports by independent professionals and other experts such as hydrologists, geologists and soil scientists may be required at the expense of the applicant. All signature and waiver blocks must be located in the lower right corner. Certificate of Public Convenience and Necessity in accordance with Section 4.10.8 of the Zoning Regulations. Sanitary Waste Disposal Plan. For any site which is to be served , and is capable of being served, by an operational public sanitary sewer line prior to occupancy, the site plan shall depict the sewer lateral and other engineering information suitable to determine that connection to an operational sanitary sewer line is feasible. In addition, the applicant shall provide evidence from the Montville Water Pollution Control Authority that it is capable of providing sanitary sewer service to the subject site. If the applicant proposes to utilize a community sewerage system, as defined in C.G.S. Section 7-245 as may be amended from time to time, a report from the Montville Water Pollution Control Authority indicating that all requirements of C.G.S. Section 7-246 as may be amended from time to time have been satisfied shall be provided. An Erosion and Sediment Control Plan designed in accordance with Section 15.1 of the Zoning Regulations. Special Requirements for Uses in Public Drinking Water Supply Watersheds The following special requirements shall apply to all Special Permit uses located within the Lake Konomoc and Stony Brook Reservoir watershed: 1. All septic systems shall be designed by a Sanitary Engineer registered in the State of Connecticut, and shall include a renovation analysis demonstrating compliance with current standards adopted by the DEEP. 2. No stormwater discharge from parking areas, roadways, rooftops or areas covered with similar impervious surfaces shall be deposited directly into any wetland or watercourse, nor discharged directly into the ground. Suitable surface and/or subsurface measures shall be taken to detain, filter, renovate and otherwise improve the quality of any such waters before discharge to surface or subsurface waters on or off the site. Existing wetlands may be employed for final treatment of stormwaters to the extent of their capacity to do so, but only after initial treatment by new wetlands or structural filtration methods. Site Plan Review Checklist Page 2 of 3 C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc Digital data for Special Permits and Resubdivisions/Subdivisions shall be provided to the Planning Office after the recording of the final mylars on the land records. For Site Plans, the data shall be provided to the office after all signatures have been obtained by the appropriate authorities and prior to the issuance of a Zoning Permit. · The Digital Data shall include: a. One (1) PDF copy of the project b. Copy of the project in ArcView (GIS) format or AutoCAD  Shapefile (.shp)  Geodatabase (.mdb)  Export file (.e00)  AutoCAD.dwg · Having all features in a single AutoCAD layer or GIS file will not be accepted. For example, there must be separate layers/files for text, buildings, roads, wetlands, etc · All data represented in a digitally submitted AutoCAD or GIS drawing must be registered to the CT State Plane Coordinate System Using NAD 1983 datum. · Data can be submitted to the Planning Office via a flash-drive or CD. DETERMINATION OF APPLICABILITY The Commission may determine that one (1) or more of the site plan ingredient requirements of Section 17.4 is not necessary or required to reach a decision on the application. A determination of applicability of the applicable section(s) must be requested in writing by the applicant. Please refer to the Zoning Regulations to insure that you meet all requirements for setbacks, parking, signs, etc. Site Plan Review Checklist Page 3 of 3 Erosion and Sediment Control Plan and Checklist C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc EROSION & SEDIMENT CONTROL CHECKLIST Monitoring and Maintenance: The E&S plan and any revisions, shall identify an agent or agents who have the responsibility and authority for the implementation, operation, monitoring and maintenance of E&S measures. Such agent(s) shall be familiar with each control measure used including its limitations, installation, inspection and maintenance. When control measures fail, or are found to be otherwise ineffective, such agent(s) shall coordinate plan revisions with a professional experienced in erosion and sediment control and any approving agency when that agency’s approval is required. Such agent(s) shall have the additional responsibility for ensuring all erosion and sediment controls are properly installed and maintained the construction site before predicted major storms. A major storm is defined as a storm predicted by the National Office of Atmospheric Administration (NOAA) Weather Service with warnings of flooding, severe thunderstorms or similarly severe weather conditions or effects. Each measure has inspection requirements included in the measure’s section entitled "Maintenance". Many of the measures require inspections at least once a week and within 24 hours of the end of a storm with a rainfall amount of 0.5 inch or greater; some others require daily inspection. Only the permanent measures have less frequent inspections. More frequent inspections than those identified in the measure may be necessary for sites that are heavily traveled and before major storms. NARRATIVE Purpose and description of project. Estimates of the total area of the project site and the total area of the site that is expected to be disturbed by construction activities. Identification of site-specific erosion or sediment control concerns and issues. The phases of development if more than one phase is planned. The planned start and completion dates for each phase of the project. Either provide or identify where in the E&S plan the following information is found: The design criteria, construction details and maintenance program for the erosion and sediment control measures to be used. The sequence of major operations within each phase, such as installation of erosion control measures, clearing, grubbing, excavation, grading, drainage and utility installation, temporary stabilization, road base, paving for roadways and parking areas, building construction, permanent stabilization, removal of temporary erosion control measures. The time (in days) required for the major operations identified in the sequence. Identify other possible local, state and federal permits required. Identify the conservation practices to be used. A listing of all other documents to be considered part of the E&S plan (e.g. reports of hydraulic and hydrologic computations, boring logs, test pit logs, soils reports, etc.). Erosion and Sediment Control Checklist Page 1 of 3 C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc SUPPORT DOCUMENTS Hydraulic Calculations: Size and locations of existing and planned channels or waterways with design calculations and construction details. Existing peak flows with calculations. Planned peak flows with calculations. Changes in peak flows. Off-site effects of increased peak flows or volumes. Design calculations and construction details for engineered measures used to control off-site erosion caused by the project. Design calculations and construction details for engineered measures used to control erosion below culverts and storm sewer outlets. Design calculations and construction details for engineered measures used to control groundwater, i.e. seeps, high water table, etc. Boring logs, test pits logs, soils reports, etc. SITE DRAWING(S) CHECKLIST Jurisdictional features Required on All Maps or Drawings: North Arrow. Scale (including graphical scale). A title block containing the name of the project, the author of the map of drawing, the owner of record for the project, date of drawing creation and any revision dates. Property lines. For plans containing E&S measures which require an engineered design, the signature and seal of a professional engineer licensed to practice in Connecticut. Site Locus Map: Scale (1:24,000 recommended). Project location (show property boundaries and at least the area that is within 1000 feet of the property boundaries). Roads, streets/buildings. Major drainage ways (at least named watercourses). Identification of any public drinking water supply watershed area. Topography, Natural Features and Regulatory Boundaries: Existing contours (2 foot intervals). Planned grades and elevations. Seeps, springs. Limits of cuts and/or fills. Soils, bedrock. Erosion and Sediment Control Checklist Page 2 of 3 C:\Users\amesn\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\CMRKUCRL\APP Guidelines Checklists (Permitting Package) rev 10-8-2021.doc Inland wetlands boundaries. FEMA identified floodplains, floodways and State established stream channel encroachment lines. Streams, lakes, ponds, drainage ways, dams. Existing vegetation. Tidal wetland boundaries and coastal resource limits (e.g. mean high water, shellfish beds, submerged aquatic vegetation, CAM boundary). Public water supply watershed, wellheads or aquifer boundaries (when available). Drainage Patterns Existing and planned drainage patterns (including offsite areas). Size of drainage areas. Size and location of culverts and storm sewers (existing and planned). Size and location of existing and planned channels or waterways. Major land uses of surrounding areas. Road and Utility Systems Planned and existing roads and buildings with their location and elevations. Access roads: temporary and permanent. Location of existing and planned septic systems. Location and size of existing and planned sanitary sewers. Location of other existing and planned utilities, telephones, electric, gas, drinking water wells, etc. Clearing, Grading, Vegetation Stabilization Areas to be cleared, and sequence of clearing. Disposal of cleared material (off-site and on-site). Areas to be excavated or graded, and sequence of grading or excavation. Areas and acreage to be vegetatively stabilized (temporary and/or permanent). Planned vegetation with details of plants, seed, mulch, fertilizer, planting dates, etc. Erosion & Sediment Control Drawing Location of E&S measure on site plan drawing with appropriate symbol. Construction drawings and specifications for measures. Maintenance requirements of measures during construction of project. Person responsible for maintenance during construction of project. Maintenance requirements of permanent measures after project completion. Organization or person responsible for maintenance of permanent measures having the authority to maintain and upgrade control measures as designed or as needed to control erosion and sedimentation. Handling of emergency situations (e.g. severe flooding, rains or other environmental problems). If not provided in the narrative, the information listed in checklist for NARRATIVE. Erosion and Sediment Control Checklist Page 3 of 3 Page 1 of 2 westonandsampson.com EROSION AND SEDIMENTATION CONTROL PLAN Montville Landfill Solar PV Project SECTION 1: Introduction The proposed project is located at 669 Oakdale Road (CT Route 163) in Montville, CT, on the Town’s existing landfill. The site contains the Town’s Transfer Station and is bounded by Oakdale Road (CT RT 163) to the south, the Fox Family Cemetery to the west, Fox Brook and Oxoboro Brook to the north, and Wheeler Pond to the east. The proposed project includes deploying ground-mounted solar on the existing landfill cap and is anticipated to begin in late-summer or early-fall of 2023 and be completed by the spring of 2024. The total capacity of the proposed solar installation is approximately 770 kilowatts (kW) direct current (DC)/600 kW alternating current (AC) and would consist of approximately 1,440 PV panels. A chain link fence is proposed atop the landfill cap to provide security and separation of unqualified personnel from any electrical conductors, as required by the National Electric Code. The total area of the array within the fence limits is approximately 2.4 acres. The solar PV array is to be supported on concrete ballasted foundations and will have a low bearing pressure that is designed to maintain the integrity of the existing engineered landfill cap. Each block will be placed on gravel/crushed stone to level the blocks to meet the foundation manufacturer’s requirements. Panel racking will be installed above the ballasted foundations and solar PV modules will be attached to the racking. Limited disturbance to the landfill cap is anticipated during construction and includes rutting from equipment tires/tracks, and shallow excavation (6 inches or less) for construction of the transformer pad (approximately 560 square feet). Wetland delineations performed determined three existing wetlands are onsite. The first is a bordering vegetated wetland north of the landfill and associated with Fox Brook. The second is an isolated vegetated wetland to the southwest of the landfill associated with a low point past the toe of the slope of the landfill and crosses the property line. The third is a bordering vegetated wetland in the southeast corner of the site associated with a natural drainage path draining easterly towards Wheeler Pond. The proposed project will have minimum impact within the 50-foot upland review area adjacent to on-Site wetlands, with only two small areas of the proposed project within the outermost edges of the upland review area. Stabilization and maintenance of the existing access road, if necessary, will occur within approximately 386 square feet of the upland review area on the western side of the site. Subsurface electrical conduit will run from the eastern side of the access road to above-ground utility poles. There is an area of approximately 531 square feet within the upland review area where the proposed trench will pass through. This disturbance will be temporary as, once the conduit is installed, the area will be stabilized and re-vegetated. SECTION 2: Erosion and Sedimentation Control. There is no grading proposed for this project, so stormwater patterns will not be altered. Please see the attached Stormwater Report for additional stormwater information. The capped landfill slopes to all sides at an approximate 30% slope with an un-maintained meadow/brush cover. Because there is a possibility for erosion and sediment build-up, erosion and sediment controls have been designed in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. Straw wattle is proposed as the sediment barrier for perimeter controls. When used on the cap, sandbags will be used to weigh the straw wattle down if needed. Silt fence will be installed downgradient of disturbed areas that are within the 50-foot wetland buffer, and outside the landfill cap extents. A construction entrance/exit is proposed where the existing access road meets the paved area south of the landfill. A concrete washout basin is proposed near the construction entrance/exit. Minimal disturbance to existing vegetation is proposed, and as a precaution, E&S controls will be installed around the perimeter of the proposed solar array area. Page 2 of 2 westonandsampson.com EROSION AND SEDIMENTATION CONTROL PLAN Montville Landfill Solar PV Project The sequence for major operations for this project is as follows: 1. Erosion & Sedimentation Control Installation (1 week) 2. Gravel and Concrete Foundation Placement (1 month) 3. Solar Equipment Installation (2 months) 4. Electrical Interconnection (1 month) The contractor will be responsible for inspecting, maintaining, and replacing (as needed) erosion and sedimentation controls during construction of the project. Erosion and sedimentation controls will be inspected periodically and after heavy precipitation events. Maintenance will include removal of accumulated sediments and replacement of any damaged controls. SECTION 3: Additional Approval & Permits There are additional permits that are required for this project, these are as follows: - Montville Inland Wetland Commission Approval - Coverage under the Connecticut Stormwater Construction General Permit - Landfill Disruption Authorization through Connecticut Department of Energy & Environmental Protection Stormwater Report June 2023 VCP Montville LF, LLC Town of Montville Landfill Solar PV Development 669 Oakdale Road (CT RT 163) Montville, CT 06353 Stormwater Report Weston & Sampson Engineers, Inc. 712 Brook Street, Suite 103 Rocky Hill, CT 06067 tel. 860.513.1473 STORMWATER REPORT VCP Montville LF, LLC TABLE OF CONTENTS Stormwater Report Attachment A - Locus Map Attachment B - NRCS Web Soil Survey Map & Report: Hydrologic Soils Group, FEMA FIRMette, NOAA Atlas 14 Rainfall Data Attachment C - Drainage Area Maps & HydroCAD Report Page 1 of 4 westonandsampson.com STORMWATER REPORT VCP Montville LF, LLC Applicant/Project Name: VCF Montville LF, LLC Town of Montville Landfill Solar PV Development Project Location: 669 Oakdale Road (CT RT 163), Montville, CT 06353 Application Prepared by: Firm: Weston & Sampson Engineers, Inc. Registered PE: Rob Bukowski, P.E. Introduction Weston & Sampson Engineers, Inc. (Weston & Sampson) has prepared this stormwater report on behalf of VCP Montville LF, LLC (Verogy) to develop a ground mounted solar photovoltaic (PV) array at the closed landfill, located at 669 Oakdale Road (CT RT 163) in Montville, Connecticut. The existing Town of Montville Landfill covers an area of approximately 8-acres within a property that is approximately 25.5 acres. The site is currently used as a transfer station and is bounded by Oakdale Road (CT RT 163) to the south, the Fox Family Cemetery to the west, Fox Brook and Oxoboxo Brook to the north, and Wheeler Pond to the east. The capped landfill slopes to all sides at an approximate 30% slope with an un-maintained meadow/brush ground cover. The top of the existing landfill is currently being used as sand/gravel stockpile storage. The landfill is in the southwest section of the property and the transfer station is in the southeast section of the property. The southern entrance and transfer station areas are covered by pavement and broken bituminous asphalt. There is an existing unpaved access road leading from the southern entrance, traversing the landfill cap counterclockwise, which culminates atop the landfill cap. Wetland delineations performed determined three existing wetlands are onsite. The first is a bordering vegetated wetland north of the landfill and associated with Fox Brook. The second is an isolated vegetated wetland to the southwest of the landfill associated with a low point past the toe of the slope of the landfill and crosses the property line. The third is a bordering vegetated wetland in the southeast corner of the site associated with a natural drainage path draining easterly towards Wheeler Pond. The proposed project will have minimum impact within the 50-foot upland review area adjacent to on-Site wetlands, with only two small areas of the proposed project within the outermost edges of the upland review area. Stabilization and maintenance of the existing access road, if necessary, will occur within approximately 386 square feet of the upland review area on the western side of the site. Subsurface electrical conduit will run from the eastern side of the access road to above-ground utility poles. There is an area of approximately 531 square feet within the upland review area where the proposed trench will pass through. This disturbance will be temporary as, once the conduit is installed, the area will be stabilized and re-vegetated. No part of the project area is within a Federal Emergency Management Agency National Flood Hazard Zone. A Zone-A Flood Hazard Zone is associated with Fox Brook to the north of the project area. Proposed Project The proposed project includes deploying ground-mounted solar on the existing landfill cap. The total capacity of the proposed ground mounted solar installation is approximately 776 kilowatt (kW) direct current (DC) (600 kW alternating current (AC)). The on-cap solar PV array is to be supported on precast concrete ballasted foundations and will have a low bearing pressure that is designed to maintain the integrity of the existing engineered landfill cap. Each block will be placed on dense-graded crushed stone to level the blocks to meet the foundation manufacturer’s requirements. Panel racking will be installed above the precast concrete ballasted foundations and solar PV Page 2 of 4 westonandsampson.com STORMWATER REPORT VCP Montville LF, LLC modules will be attached to the racking. The series of PV panels will be connected using above ground cables, cable trays, and conduits that bring the wiring to a central equipment pad located atop the landfill cap directly east of the solar PV array. A chain link fence is proposed atop the landfill cap to provide security and separation of any unqualified personnel from any electrical conductors, as required by the National Electric Code. The total area of the array within the fence limits is approximately 2.4 acres. The proposed fence will be supported on ballast blocks as opposed to ground-driven poles to protect the existing engineered landfill cap. A Locus Map of the project location is included as Figure 1 in Attachment A. Erosion and Sediment Control The erosion and sediment controls have been designed in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. Straw wattle is proposed as the sediment barrier for perimeter controls. When used on the cap, sandbags will be used to weigh the straw wattle down if needed. Any piercing activities such as driving stakes in the ground to keep straw wattle in place is prohibited while on the landfill cap to not damage the cap. A construction entrance/exit is proposed where the existing access road meets the paved area south of the landfill. A concrete washout basin is proposed near the construction entrance/exit. Stormwater Analysis Stormwater runoff patterns for the Town of Montville Landfill will not be altered as part of the proposed project. Existing and proposed peak design flows were assessed using the National Resources Conservation Service (NRCS) Technical Release 20 (TR-20) methodology. HydroCAD® version 10.20-2d stormwater modeling software was used to analyze stormwater conditions. It is a comprehensive hydrodynamic modeling program which analyzes and designs site hydrology, surface drainage systems, and storm drains. It can manage a variety of flow situations such as overland flow, drainage swales, ponds, and piping systems. The National Resources Conservation Service (NRCS) Web Soil Survey database was used to determine the hydrologic soil group (HSG) for the onsite soils. Stormwater rainfall event data is derived from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Precipitation Frequency data for the site. The 2-, 10-, 25-, and 100- year, 24-hour, Type-III storm events were used to compare post-development conditions to pre-development conditions. The NRCS report and NOAA data are included in Attachment B. A summary of the analysis is provided below, the full stormwater model and drainage area maps are included in Attachment C. Existing Stormwater Flow The Town of Montville Landfill does not have an existing stormwater management system and stormwater currently flows off the landfill cap in all directions via overland flow. The limits of the stormwater analysis for this project include the landfill cap, the southern paved area, the majority of the eastern transfer station area, and the northern meadow/woodlands between the landfill cap and Fox Brook. HSG-A, B, C and D soils are all determined to be onsite, and coverages were accounted for accordingly based on HSG soil boundaries. Pre-development conditions have been modeled assuming the landfill cap has been maintained as it was designed with meadow coverage. HSG-D soils are assumed to be consistent with the landfill limit of waste which is assumed to extend to the landfill toe of slope. Page 3 of 4 westonandsampson.com STORMWATER REPORT VCP Montville LF, LLC Four points of analysis, each with their own drainage area, were analyzed. Figure 2 of Attachment C displays the limits of each drainage area, flow paths, and existing ground covers. A description of each drainage area is below: • Drainage Area A – Northern portion of the landfill draining northerly towards Fox Brook, • Drainage Area B – Southwest portion of the landfill draining southwesterly offsite, • Drainage Area C – Southern portion of the landfill draining southeasterly offsite, • Drainage Area D – Eastern portion of the landfill draining easterly offsite towards Wheeler Pond Proposed Stormwater Flow The stormwater analysis assumes the array concrete ballast blocks and equipment pad will be considered disconnected impervious area in the post-development stormwater model. Figure 3 of Attachment C displays the limits of each drainage area, flow paths, and proposed ground covers. The dimensions of the ballast blocks are assumed to be 2.5-ft wide by 9-ft long. Two ballast blocks will be used for each table with each table consisting of approximately 16 solar PV modules. Stormwater flow patterns do not change based on the proposed solar PV layout as there are no proposed grading changes. Post-development drainage areas are denoted with a suffix of “1” and are consistent with pre-development drainage areas. The post-development coverage conditions remain consistent with the pre-development conditions for the majority of the site. The only difference being minor trimming to the woods coverage in the northeast corner of the site, and the addition of the concrete ballast blocks and gravel turnaround areas as unconnected impervious coverage. These changes do not change the overall runoff curve numbers (CN) of the drainage areas. The time of concentrations (Tc) are consistent from pre- to post- development conditions. All Tcs begin with 100-feet of sheet flow followed by shallow concentrated flow until flow reaches the drainage area boundary. Peak Discharge Summary As the overall CN and Tc for each drainage area remain consistent from pre- to post-development conditions, the project results in no changes in peak runoff discharge rate or volume for all design storms. The pre- and post-development conditions comparative table reflecting the HydroCAD results are shown in Table 1 below. The project considers the following as impervious coverage: the existing access road, the existing paved areas, the existing broken bituminous areas, the proposed gravel turnaround area atop the landfill, the proposed concrete ballast blocks for the array, and the proposed concrete equipment pad. Page 4 of 4 westonandsampson.com STORMWATER REPORT VCP Montville LF, LLC 2 7.73 7.73 0.00 0.610 0.610 0.000 10 15.14 15.14 0.00 1.177 1.177 0.000 25 20.05 20.05 0.00 1.560 1.560 0.000 100 27.70 27.70 0.00 2.170 2.170 0.000 2 0.47 0.47 0.00 0.040 0.040 0.000 10 0.91 0.91 0.00 0.075 0.075 0.000 25 1.20 1.20 0.00 0.100 0.100 0.000 100 1.65 1.65 0.00 0.138 0.138 0.000 2 2.14 2.14 0.00 0.215 0.215 0.000 10 4.20 4.20 0.00 0.415 0.415 0.000 25 5.57 5.57 0.00 0.550 0.550 0.000 100 7.70 7.70 0.00 0.765 0.765 0.000 2 6.67 6.67 0.00 0.607 0.607 0.000 10 12.20 12.20 0.00 1.111 1.111 0.000 25 15.78 15.78 0.00 1.444 1.444 0.000 100 21.29 21.29 0.00 1.968 1.968 0.000 POA-D Offsite - East POA-A Northern Wetland Point of Analysis 24-hour Storm Event Pre-Development Receiving Peak Runoff (cfs) Post-Development Recieving Peak Runoff (cfs) Difference in Peak Runoff (cfs) Pre-Development Receiving Discharge Volume (af) Post-Development Recieving Discharge Volume (af) Difference in Volume (af) TABLE 1: PRE-, POST-DEVELOPMENT COMPARATIVE RESULTS POA-B Offsite - West POA-C Southeast Wetland OFF-SITE SUMMARY FLOW VOLUME Conclusion The proposed solar PV array located at the Town of Montville Landfill will include minor vegetation trimming within the array area, minor access road improvements, and the implementation of erosion and sediment controls. The analysis shows no change in peak discharge runoff rates for post-development conditions compared to pre-development conditions. No stormwater management system is proposed as there is no increase in stormwater runoff rate or volume. Similarly, water quality volume calculations and treatment per the 2004 Connecticut Stormwater Quality Manual are not provided for this project. . Attachment A - Locus Map Attachment B - NRCS Web Soil Survey Map & Report: Hydrologic Soils Group, FEMA FIRMette, NOAA Atlas 14 Rainfall Data Hydrologic Soil Group—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/18/2023 Page 1 of 445940304594090459415045942104594270459433045943904594030459409045941504594210459427045943304594390737260737320737380737440737500737560737620737680737740737800737860 737260 737320 737380 737440 737500 737560 737620 737680 737740 737800 737860 41° 27' 58'' N 72° 9' 33'' W41° 27' 58'' N72° 9' 5'' W41° 27' 44'' N 72° 9' 33'' W41° 27' 44'' N 72° 9' 5'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,940 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 22, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/18/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 38C Hinckley loamy sand, 3 to 15 percent slopes A 0.9 3.5% 38E Hinckley loamy sand, 15 to 45 percent slopes A 3.6 14.0% 62C Canton and Charlton fine sandy loams, 3 to 15 percent slopes, extremely stony B 0.1 0.4% 102 Pootatuck fine sandy loam B 0.3 1.1% 302 Dumps 8.9 34.9% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 0.7 2.8% 702A Tisbury silt loam, 0 to 3 percent slopes C 7.9 31.1% 703A Haven silt loam, 0 to 3 percent slopes B 2.2 8.8% W Water 0.8 3.3% Totals for Area of Interest 25.4 100.0% Hydrologic Soil Group—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/18/2023 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—State of Connecticut Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/18/2023 Page 4 of 4 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/26/2023 at 1:02 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 72°9'43"W 41°28'3"N 72°9'5"W 41°27'36"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Attachment C - Drainage Area Maps & HydroCAD Reports EXISTING LEGEND: LOCUS PROPERTY LINE ABUTTERS PROPERTY LINE EASEMENT LINE 2' CONTOUR LINE CHAIN LINK FENCE TREE LINE FEMA FLOOD ZONE LINE ZONING LINE OVERHEAD WIRES BURIED GAS LINE CONC. BOUND FOUND CALCULATED POINT UTILITY POLE LIGHT POLE GUY WIRE ANCHOR CATCH BASIN MANHOLE WETLAND FLAG WITH IDENTIFIER SIGN POST BURIED DRAINAGE LINE GAS VALVE CONCRETE PAD GRAVEL PAVEMENT STRUCTURE WETLAND LINE 50' UPLAND REVIEW AREA TREE LINE SAND AND GRAVEL FEMA Z O N E X FEMA Z O N E A FEMA Z O N E X FEMA Z O N E A FEMA ZONE XFEMA ZONE X(SHADED)FEMA ZONE X FEMA ZONE A ZONE:GOVZONE:OSZON E: R 4 0 ZON E: G O V ZON E : G O V ZON E : R 2 0 - M ZO N E :GOV ZON E :R 1 2 0 CHES T E R F I E L D R O A D ROU T E 1 6 3 702A 703A 702A 302 38C62C 701A 38E > > > > > > > >>>>> > > > > > > > > >>>>>>>>A B C D POA-A POA-B POA-C POA-D \\wse03.local\WSE\Projects\Private\Verogy Solar\Montville, CT Landfill\Design\CAD\03 Sheets\Drainage Area Maps.dwgWESTON & SAMPSON ENGINEERS, INC. 712 BROOK STREET, SUITE 103 ROCKY HILL, CT 06067 860.513.1473 800.SAMPSON COPYRIGHT © 2023 WESTON & SAMPSON, INC. Project: www.westonandsampson.com Applicant: Seal: Revisions: Issued For: Drawing Title: Sheet Number: Scale: W&S File No.: W&S Project No.: Approved By: Date Created: Reviewed By: Drawn By: TOWN OF MONTVILLE LANDFILL SOLAR PV DEVELOPMENT 669 ROUTE 163 MONTVILLE, CT 06353 0 VCP MONTVILLE LF, LLC 150 TRUMBULL STREET 4TH FLOOR HARTFORD, CT 06103 TEL: (860) 288-7215 WWW.VEROGY.COM PERMITTING Verogy Montville ENG23-1066 AS SHOWN RJB 06/06/2023 MRC NVG 06/06/2023 ISSUED FOR PERMITTING No.Date Description NOT FOR CONSTRUCTION NOTES: 1.BASEMAPPING DERIVED FROM SURVEY PROVIDED BY NORTHEAST SURVEY CONSULTANTS ENTITILED "PLAN OF LAND IN MONTVILLE, CT, 669 ROUTE 163, PREPARED FOR VEROGY" AND DATED 4-4-2023. 2.SOIL DATA PROVIDED BY NATIONAL RESOURCE CONSERVATION SERVICE (NRCS) WEB SOIL SURVEY. 3.SOIL GEOGRAPHIC INFORMATION SYSTEM (GIS) DATA DERIVED FROM CONNECTICUT DEPARTMENT OF ENERGY & ENVIRONMENTAL PROTECTION GIS OPEN DATA WEBSITE SOIL SURVEY GEOGRAPHIC DATABASE SOILS (SSURGO). 4.HYDROLOGIC SOIL GROUP (HSG) D SOILS ASSUMED TO BE WITHIN THE FOOTPRINT OF THE LIMIT OF WASTE WHICH IS ASSUMED TO EXTEND TO LANDFILL TOE OF SLOPE. FIG 2 PRE- DEVELOPMENT DRAINAGE AREA MAP LEGEND DRAINAGE AREA MAP: WOODLAND IMPERVIOUS MEADOW WATERSHED BOUNDARY HYDROLOGIC SOIL GROUP A XP FLOW PATH / TIME OF CONCENTRATION SUBBASIN LABEL POINT OF ANALYSIS BASIN BMP 922B NRCS SOIL BOUNDARY NRCS SOIL MAP UNIT HYDROLOGY: GRAVEL XL X# HYDROLOGIC SOIL GROUP B HYDROLOGIC SOIL GROUP C HYDROLOGIC SOIL GROUP D Soil Data MaS 8Qit S\PEol MaS 8Qit NaPH +S* RatiQJ C +iQFNlH\ loaP\ VaQG  to  SHUFHQt VloSHV $ E +iQFNlH\ loaP\ VaQG  to  SHUFHQt VloSHV $ C CaQtoQ aQG CKaUltoQ IiQH VaQG\ loaPV  to  SHUFHQt VloSHV H[tUHPHl\ VtoQ\ % DXPSV D $ NiQiJUHt IiQH VaQG\ loaP  to  SHUFHQt VloSHV C $TiVEXU\ Vilt loaP  to  SHUFHQt VloSHV C PRE-DEVELOPMENT TC LIST DUaiQaJH $UHa )loZ T\SH *UoXQG CoYHU LHQJtK It SloSH $ S+EET ME$DO: SC)ME$DO: SC)*R$VEL  SC)ME$DO: SC):OODS  % S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)*R$VEL  SC)ME$DO: C S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)P$VEMENT  SC)ME$DO: SC):OODS  D S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)P$VEMENT  SC)*R$VEL  50' UPLAND REVIEW AREA ASSUMED HSG-D SOIL BOUNDARY EXISTING LEGEND: LOCUS PROPERTY LINE ABUTTERS PROPERTY LINE EASEMENT LINE 2' CONTOUR LINE CHAIN LINK FENCE TREE LINE FEMA FLOOD ZONE LINE ZONING LINE OVERHEAD WIRES BURIED GAS LINE CONC. BOUND FOUND CALCULATED POINT UTILITY POLE LIGHT POLE GUY WIRE ANCHOR CATCH BASIN MANHOLE WETLAND FLAG WITH IDENTIFIER SIGN POST BURIED DRAINAGE LINE GAS VALVE CONCRETE PAD GRAVEL PAVEMENT STRUCTURE WETLAND LINE 50' UPLAND REVIEW AREA TREE LINE SAND AND GRAVEL PROPOSED LEGEND: LIMIT OF WORK SEDIMENT BARRIER LOW LOW SB SB SB SB FENCEXXX ELECTRIC CONDUITECEC OVERHEAD ELECTRICOHEOHE SOLAR PV RACK UTILITY POLE 5 C-502 3 C-501 2 C-502 ACCESS ROAD 4 C-502 FEMA Z O N E X FEMA Z O N E A FEMA Z O N E X FEMA Z O N E A FEMA ZONE XFEMA ZONE X(SHADED)FEMA ZONE X FEMA ZONE A ZONE:GOVZONE:OSZON E: R 4 0 ZON E: G O V ZON E : G O V ZON E : R 2 0 - M ZO N E :GOV ZON E :R 1 2 0 CHES T E R F I E L D R O A D ROU T E 1 6 3 CONSTRUCTION ENTRANCEXXXX X X X X X X X X X X X X XX X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXOHEOHESB SB SB SB SB SB SB SB SB SB SB SB SB SB SB SB SB SB SB SBSB SBSBSB SB SB SB SB SB SBSBSBSBSBSBSBSB SB SB SB SB SB SB SB SB SB SB S B S BSBSBSB SBSBSBSB SB SB SB SB SB SB E C E C E CECECECECECEC LOWLOWLO W L O W L O WLOWLOWLOWLOWLOWLOWLOW LOW LOW LOWLOWLOW LOW LOW LOW LOW LOW LO W LO W LO WLOWLOWLOWLOW LOW LOW LOW LOW LOW LO W LO W LO W LO W LO W LO W LO W LO W LO W LO W LOW LOW LOW LOW LOW LOW LOW LOW LOWLOWLOWLOW LOW L OW LO W LOW LOW LO WLOW L O W LOW LOW LOWLOWLOWLOW LOW LOW LOW LOW LOW LOW LOWLOW LOW LO W LO W LO W LO W LO W LO W L O W LO W L O W LO W L O W LOWLOWLOW LOWLOWLOWLOWLOWL O W L O W LO W LO W LOWLOWPROPOSED EQUIPMENT PAD PROPOSED GATE CONCRETE WASHOUT BASIN 702A 703A 702A 302 38C62C 701A 38E > > > > > > > >>>>> > > > > > > > > >>>>>>>>A1 B1 C1 D1 POA-A POA-B POA-C POA-D \\wse03.local\WSE\Projects\Private\Verogy Solar\Montville, CT Landfill\Design\CAD\03 Sheets\Drainage Area Maps.dwgWESTON & SAMPSON ENGINEERS, INC. 712 BROOK STREET, SUITE 103 ROCKY HILL, CT 06067 860.513.1473 800.SAMPSON COPYRIGHT © 2023 WESTON & SAMPSON, INC. Project: www.westonandsampson.com Applicant: Seal: Revisions: Issued For: Drawing Title: Sheet Number: Scale: W&S File No.: W&S Project No.: Approved By: Date Created: Reviewed By: Drawn By: TOWN OF MONTVILLE LANDFILL SOLAR PV DEVELOPMENT 669 ROUTE 163 MONTVILLE, CT 06353 0 VCP MONTVILLE LF, LLC 150 TRUMBULL STREET 4TH FLOOR HARTFORD, CT 06103 TEL: (860) 288-7215 WWW.VEROGY.COM PERMITTING Verogy Montville ENG23-1066 AS SHOWN RJB 06/06/2023 MRC NVG 06/06/2023 ISSUED FOR PERMITTING No.Date Description NOT FOR CONSTRUCTION FIG 3 POST- DEVELOPMENT DRAINAGE AREA MAP LEGEND DRAINAGE AREA MAP: WOODLAND IMPERVIOUS MEADOW WATERSHED BOUNDARY HYDROLOGIC SOIL GROUP A XP FLOW PATH / TIME OF CONCENTRATION SUBBASIN LABEL POINT OF ANALYSIS BASIN BMP 922B NRCS SOIL BOUNDARY NRCS SOIL MAP UNIT HYDROLOGY: GRAVEL XL X# HYDROLOGIC SOIL GROUP B HYDROLOGIC SOIL GROUP C HYDROLOGIC SOIL GROUP D Soil Data MaS 8Qit S\PEol MaS 8Qit NaPH +S* 5atiQJ C +iQFNlH\ loaP\ VaQG  to  SHUFHQt VloSHV $ E +iQFNlH\ loaP\ VaQG  to  SHUFHQt VloSHV $ C CaQtoQ aQG CKaUltoQ IiQH VaQG\ loaPV  to  SHUFHQt VloSHV H[tUHPHl\ VtoQ\ % DXPSV D $ NiQiJUHt IiQH VaQG\ loaP  to  SHUFHQt VloSHV C $TiVEXU\ Vilt loaP  to  SHUFHQt VloSHV C POST-DEVELOPMENT TC LIST DUaiQaJH $UHa )loZ T\SH *UoXQG CoYHU LHQJtK It SloSH $ S+EET ME$DO: SC)ME$DO: SC)*5$VEL  SC)ME$DO: SC):OODS  % S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)*5$VEL  SC)ME$DO: C S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)P$VEMENT  SC)ME$DO: SC):OODS  D S+EET ME$DO: SC)ME$DO: SC)ME$DO: SC)P$VEMENT  SC)*5$VEL  NRCS SOIL MAP UNIT 50' UPLAND REVIEW AREA ASSUMED HSG-D SOIL BOUNDARY NOTES: 1.BASEMAPPING DERIVED FROM SURVEY PROVIDED BY NORTHEAST SURVEY CONSULTANTS ENTITILED "PLAN OF LAND IN MONTVILLE, CT, 669 ROUTE 163, PREPARED FOR VEROGY" AND DATED 4-4-2023. 2.SOIL DATA PROVIDED BY NATIONAL RESOURCE CONSERVATION SERVICE (NRCS) WEB SOIL SURVEY. 3.SOIL GEOGRAPHIC INFORMATION SYSTEM (GIS) DATA DERIVED FROM CONNECTICUT DEPARTMENT OF ENERGY & ENVIRONMENTAL PROTECTION GIS OPEN DATA WEBSITE SOIL SURVEY GEOGRAPHIC DATABASE SOILS (SSURGO). 4.HYDROLOGIC SOIL GROUP (HSG) D SOILS ASSUMED TO BE WITHIN THE FOOTPRINT OF THE LIMIT OF WASTE WHICH IS ASSUMED TO EXTEND TO LANDFILL TOE OF SLOPE. ABCDPOA-APOA-BPOA-CPOA-DRouting Diagram for 669 Oakdale Road Montville - PrePrepared by Weston & Sampson Engineers, Inc, Printed 6/12/2023HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatReachPondLink669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 2HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCRainfall Events ListingEvent# EventNameStorm Type Curve Mode Duration(hours)B/B Depth(inches)AMC1 2-yr Type III 24-hr Default 24.00 1 3.45 22 10-yr Type III 24-hr Default 24.00 1 5.12 23 25-yr Type III 24-hr Default 24.00 1 6.17 24 100-yr Type III 24-hr Default 24.00 1 7.78 2 669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 3HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(acres)CN Description(subcatchment-numbers)0.231 76 Gravel roads, HSG A (D)0.043 89 Gravel roads, HSG C (A, D)0.432 91 Gravel roads, HSG D (A, B, C, D)0.229 30 Meadow, non-grazed, HSG A (A, C, D)0.114 71 Meadow, non-grazed, HSG C (A, C, D)5.644 78 Meadow, non-grazed, HSG D (A, B, C, D)0.357 98 Paved parking, HSG A (C, D)0.014 98 Paved parking, HSG B (C)0.008 98 Paved parking, HSG C (D)0.819 98 Paved parking, HSG D (C, D)0.023 36 Woods, Fair, HSG A (A, C)0.842 73 Woods, Fair, HSG C (A, C)2.528 79 Woods, Fair, HSG D (A, C, D)11.283 79 TOTAL AREAType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 4HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A: Runoff = 7.73 cfs @ 12.12 hrs, Volume= 0.610 af, Depth= 1.46" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description13,906 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A66,841 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C92,438 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A6,666 91 Gravel roads, HSG D953 89 Gravel roads, HSG C218,623 78 Weighted Average218,623 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 Total Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 5HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment A: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=218,623 sfRunoff Volume=0.610 afRunoff Depth=1.46"Flow Length=308'Tc=8.2 minCN=787.73 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 6HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B: Runoff = 0.47 cfs @ 12.15 hrs, Volume= 0.040 af, Depth= 1.53" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description3,577 78 Meadow, non-grazed, HSG D8,878 78 Meadow, non-grazed, HSG D1,122 91 Gravel roads, HSG D13,577 79 Weighted Average13,577 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 7HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Type III 24-hr2-yr Rainfall=3.45"Runoff Area=13,577 sfRunoff Volume=0.040 afRunoff Depth=1.53"Flow Length=254'Tc=10.2 minCN=790.47 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 8HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C: Runoff = 2.14 cfs @ 12.24 hrs, Volume= 0.215 af, Depth= 1.46" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description13,937 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A18,914 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,453 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A77,099 78 Weighted Average55,923 72.53% Pervious Area21,176 27.47% Impervious Area Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 9HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=77,099 sfRunoff Volume=0.215 afRunoff Depth=1.46"Flow Length=1,001'Tc=16.8 minCN=782.14 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 10HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D: Runoff = 6.67 cfs @ 12.19 hrs, Volume= 0.607 af, Depth= 1.74" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description38,983 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A80,797 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C10,224 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,558 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,271 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A182,194 82 Weighted Average151,197 82.99% Pervious Area30,997 17.01% Impervious Area Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 11HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)76543210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=182,194 sfRunoff Volume=0.607 afRunoff Depth=1.74"Flow Length=965'Tc=13.4 minCN=826.67 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 12HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.00% Impervious, Inflow Depth = 1.46" for 2-yr eventInflow = 7.73 cfs @ 12.12 hrs, Volume= 0.610 afPrimary = 7.73 cfs @ 12.12 hrs, Volume= 0.610 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Inflow Area=5.019 ac7.73 cfs7.73 cfs Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 13HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 1.53" for 2-yr eventInflow = 0.47 cfs @ 12.15 hrs, Volume= 0.040 afPrimary = 0.47 cfs @ 12.15 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=0.312 ac0.47 cfs0.47 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 14HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 27.47% Impervious, Inflow Depth = 1.46" for 2-yr eventInflow = 2.14 cfs @ 12.24 hrs, Volume= 0.215 afPrimary = 2.14 cfs @ 12.24 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)210Inflow Area=1.770 ac2.14 cfs2.14 cfs Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 15HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 17.01% Impervious, Inflow Depth = 1.74" for 2-yr eventInflow = 6.67 cfs @ 12.19 hrs, Volume= 0.607 afPrimary = 6.67 cfs @ 12.19 hrs, Volume= 0.607 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)76543210Inflow Area=4.183 ac6.67 cfs6.67 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 16HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A: Runoff = 15.14 cfs @ 12.12 hrs, Volume= 1.177 af, Depth= 2.81" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description13,906 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A66,841 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C92,438 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A6,666 91 Gravel roads, HSG D953 89 Gravel roads, HSG C218,623 78 Weighted Average218,623 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 Total Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 17HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment A: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)161514131211109876543210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=218,623 sfRunoff Volume=1.177 afRunoff Depth=2.81"Flow Length=308'Tc=8.2 minCN=7815.14 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 18HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B: Runoff = 0.91 cfs @ 12.15 hrs, Volume= 0.075 af, Depth= 2.91" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description3,577 78 Meadow, non-grazed, HSG D8,878 78 Meadow, non-grazed, HSG D1,122 91 Gravel roads, HSG D13,577 79 Weighted Average13,577 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 19HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr10-yr Rainfall=5.12"Runoff Area=13,577 sfRunoff Volume=0.075 afRunoff Depth=2.91"Flow Length=254'Tc=10.2 minCN=790.91 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 20HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C: Runoff = 4.20 cfs @ 12.23 hrs, Volume= 0.415 af, Depth= 2.81" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description13,937 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A18,914 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,453 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A77,099 78 Weighted Average55,923 72.53% Pervious Area21,176 27.47% Impervious Area Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 21HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)43210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=77,099 sfRunoff Volume=0.415 afRunoff Depth=2.81"Flow Length=1,001'Tc=16.8 minCN=784.20 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 22HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D: Runoff = 12.20 cfs @ 12.19 hrs, Volume= 1.111 af, Depth= 3.19" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description38,983 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A80,797 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C10,224 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,558 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,271 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A182,194 82 Weighted Average151,197 82.99% Pervious Area30,997 17.01% Impervious Area Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 23HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)131211109876543210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=182,194 sfRunoff Volume=1.111 afRunoff Depth=3.19"Flow Length=965'Tc=13.4 minCN=8212.20 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 24HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.00% Impervious, Inflow Depth = 2.81" for 10-yr eventInflow = 15.14 cfs @ 12.12 hrs, Volume= 1.177 afPrimary = 15.14 cfs @ 12.12 hrs, Volume= 1.177 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)161514131211109876543210Inflow Area=5.019 ac15.14 cfs15.14 cfs Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 25HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 2.91" for 10-yr eventInflow = 0.91 cfs @ 12.15 hrs, Volume= 0.075 afPrimary = 0.91 cfs @ 12.15 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac0.91 cfs0.91 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 26HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 27.47% Impervious, Inflow Depth = 2.81" for 10-yr eventInflow = 4.20 cfs @ 12.23 hrs, Volume= 0.415 afPrimary = 4.20 cfs @ 12.23 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)43210Inflow Area=1.770 ac4.20 cfs4.20 cfs Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 27HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 17.01% Impervious, Inflow Depth = 3.19" for 10-yr eventInflow = 12.20 cfs @ 12.19 hrs, Volume= 1.111 afPrimary = 12.20 cfs @ 12.19 hrs, Volume= 1.111 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)131211109876543210Inflow Area=4.183 ac12.20 cfs12.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 28HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A: Runoff = 20.05 cfs @ 12.12 hrs, Volume= 1.560 af, Depth= 3.73" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description13,906 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A66,841 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C92,438 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A6,666 91 Gravel roads, HSG D953 89 Gravel roads, HSG C218,623 78 Weighted Average218,623 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 Total Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 29HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment A: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)222120191817161514131211109876543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=218,623 sfRunoff Volume=1.560 afRunoff Depth=3.73"Flow Length=308'Tc=8.2 minCN=7820.05 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 30HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B: Runoff = 1.20 cfs @ 12.15 hrs, Volume= 0.100 af, Depth= 3.83" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description3,577 78 Meadow, non-grazed, HSG D8,878 78 Meadow, non-grazed, HSG D1,122 91 Gravel roads, HSG D13,577 79 Weighted Average13,577 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 31HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr25-yr Rainfall=6.17"Runoff Area=13,577 sfRunoff Volume=0.100 afRunoff Depth=3.83"Flow Length=254'Tc=10.2 minCN=791.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 32HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C: Runoff = 5.57 cfs @ 12.23 hrs, Volume= 0.550 af, Depth= 3.73" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description13,937 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A18,914 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,453 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A77,099 78 Weighted Average55,923 72.53% Pervious Area21,176 27.47% Impervious Area Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 33HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)6543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=77,099 sfRunoff Volume=0.550 afRunoff Depth=3.73"Flow Length=1,001'Tc=16.8 minCN=785.57 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 34HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D: Runoff = 15.78 cfs @ 12.18 hrs, Volume= 1.444 af, Depth= 4.14" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description38,983 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A80,797 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C10,224 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,558 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,271 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A182,194 82 Weighted Average151,197 82.99% Pervious Area30,997 17.01% Impervious Area Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 35HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)17161514131211109876543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=182,194 sfRunoff Volume=1.444 afRunoff Depth=4.14"Flow Length=965'Tc=13.4 minCN=8215.78 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 36HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.00% Impervious, Inflow Depth = 3.73" for 25-yr eventInflow = 20.05 cfs @ 12.12 hrs, Volume= 1.560 afPrimary = 20.05 cfs @ 12.12 hrs, Volume= 1.560 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)222120191817161514131211109876543210Inflow Area=5.019 ac20.05 cfs20.05 cfs Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 37HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth = 3.83" for 25-yr eventInflow = 1.20 cfs @ 12.15 hrs, Volume= 0.100 afPrimary = 1.20 cfs @ 12.15 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac1.20 cfs1.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 38HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 27.47% Impervious, Inflow Depth = 3.73" for 25-yr eventInflow = 5.57 cfs @ 12.23 hrs, Volume= 0.550 afPrimary = 5.57 cfs @ 12.23 hrs, Volume= 0.550 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)6543210Inflow Area=1.770 ac5.57 cfs5.57 cfs Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 39HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 17.01% Impervious, Inflow Depth = 4.14" for 25-yr eventInflow = 15.78 cfs @ 12.18 hrs, Volume= 1.444 afPrimary = 15.78 cfs @ 12.18 hrs, Volume= 1.444 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)17161514131211109876543210Inflow Area=4.183 ac15.78 cfs15.78 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 40HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A: Runoff = 27.70 cfs @ 12.12 hrs, Volume= 2.170 af, Depth= 5.19" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description13,906 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A66,841 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C92,438 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A6,666 91 Gravel roads, HSG D953 89 Gravel roads, HSG C218,623 78 Weighted Average218,623 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 Total Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 41HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment A: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)302826242220181614121086420Type III 24-hr100-yr Rainfall=7.78"Runoff Area=218,623 sfRunoff Volume=2.170 afRunoff Depth=5.19"Flow Length=308'Tc=8.2 minCN=7827.70 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 42HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B: Runoff = 1.65 cfs @ 12.14 hrs, Volume= 0.138 af, Depth> 5.30" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description3,577 78 Meadow, non-grazed, HSG D8,878 78 Meadow, non-grazed, HSG D1,122 91 Gravel roads, HSG D13,577 79 Weighted Average13,577 100.00% Pervious AreaTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 43HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr100-yr Rainfall=7.78"Runoff Area=13,577 sfRunoff Volume=0.138 afRunoff Depth>5.30"Flow Length=254'Tc=10.2 minCN=791.65 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 44HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C: Runoff = 7.70 cfs @ 12.23 hrs, Volume= 0.765 af, Depth= 5.19" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description13,937 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A18,914 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,453 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A77,099 78 Weighted Average55,923 72.53% Pervious Area21,176 27.47% Impervious Area Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 45HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Type III 24-hr100-yr Rainfall=7.78"Runoff Area=77,099 sfRunoff Volume=0.765 afRunoff Depth=5.19"Flow Length=1,001'Tc=16.8 minCN=787.70 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 46HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D: Runoff = 21.29 cfs @ 12.18 hrs, Volume= 1.968 af, Depth> 5.65" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description38,983 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A80,797 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C10,224 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,558 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,271 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A182,194 82 Weighted Average151,197 82.99% Pervious Area30,997 17.01% Impervious Area Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 47HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)23222120191817161514131211109876543210Type III 24-hr100-yr Rainfall=7.78"Runoff Area=182,194 sfRunoff Volume=1.968 afRunoff Depth>5.65"Flow Length=965'Tc=13.4 minCN=8221.29 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 48HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.00% Impervious, Inflow Depth = 5.19" for 100-yr eventInflow = 27.70 cfs @ 12.12 hrs, Volume= 2.170 afPrimary = 27.70 cfs @ 12.12 hrs, Volume= 2.170 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)302826242220181614121086420Inflow Area=5.019 ac27.70 cfs27.70 cfs Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 49HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.00% Impervious, Inflow Depth > 5.30" for 100-yr eventInflow = 1.65 cfs @ 12.14 hrs, Volume= 0.138 afPrimary = 1.65 cfs @ 12.14 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac1.65 cfs1.65 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 50HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 27.47% Impervious, Inflow Depth = 5.19" for 100-yr eventInflow = 7.70 cfs @ 12.23 hrs, Volume= 0.765 afPrimary = 7.70 cfs @ 12.23 hrs, Volume= 0.765 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Inflow Area=1.770 ac7.70 cfs7.70 cfs Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Pre Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 51HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 17.01% Impervious, Inflow Depth > 5.65" for 100-yr eventInflow = 21.29 cfs @ 12.18 hrs, Volume= 1.968 afPrimary = 21.29 cfs @ 12.18 hrs, Volume= 1.968 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)23222120191817161514131211109876543210Inflow Area=4.183 ac21.29 cfs21.29 cfs A1B1C1D1POA-APOA-BPOA-CPOA-DRouting Diagram for 669 Oakdale Road Montville - PostPrepared by Weston & Sampson Engineers, Inc, Printed 6/12/2023HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatReachPondLink669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 2HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCRainfall Events ListingEvent# EventNameStorm Type Curve Mode Duration(hours)B/B Depth(inches)AMC1 2-yr Type III 24-hr Default 24.00 1 3.45 22 10-yr Type III 24-hr Default 24.00 1 5.12 23 25-yr Type III 24-hr Default 24.00 1 6.17 24 100-yr Type III 24-hr Default 24.00 1 7.78 2 669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 3HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCArea Listing (all nodes)Area(acres)CN Description(subcatchment-numbers)0.231 76 Gravel roads, HSG A (D1)0.043 89 Gravel roads, HSG C (A1, D1)0.446 91 Gravel roads, HSG D (A1, B1, C1, D1)0.229 30 Meadow, non-grazed, HSG A (A1, C1, D1)0.114 71 Meadow, non-grazed, HSG C (A1, C1, D1)5.556 78 Meadow, non-grazed, HSG D (A1, B1, C1, D1)0.357 98 Paved parking, HSG A (C1, D1)0.014 98 Paved parking, HSG B (C1)0.008 98 Paved parking, HSG C (D1)0.832 98 Paved parking, HSG D (C1, D1)0.092 98 Unconnected pavement, HSG D (A1, B1, C1, D1)0.023 36 Woods, Fair, HSG A (A1, C1)0.842 73 Woods, Fair, HSG C (A1, C1)2.496 79 Woods, Fair, HSG D (A1, C1, D1)11.283 80 TOTAL AREAType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 4HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A1: Runoff = 7.73 cfs @ 12.12 hrs, Volume= 0.610 af, Depth= 1.46" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description54,384 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A24,778 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C91,474 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A7,640 91 Gravel roads, HSG D953 89 Gravel roads, HSG C1,575 98 Unconnected pavement, HSG D218,623 78 Weighted Average217,048 99.28% Pervious Area1,575 0.72% Impervious Area1,575 100.00% Unconnected Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 5HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 TotalSubcatchment A1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=218,623 sfRunoff Volume=0.610 afRunoff Depth=1.46"Flow Length=308'Tc=8.2 minCN=787.73 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 6HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B1: Runoff = 0.47 cfs @ 12.15 hrs, Volume= 0.040 af, Depth= 1.53" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description6,112 78 Meadow, non-grazed, HSG D6,218 78 Meadow, non-grazed, HSG D1,112 91 Gravel roads, HSG D135 98 Unconnected pavement, HSG D13,577 79 Weighted Average13,442 99.01% Pervious Area135 0.99% Impervious Area135 100.00% UnconnectedTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 7HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Type III 24-hr2-yr Rainfall=3.45"Runoff Area=13,577 sfRunoff Volume=0.040 afRunoff Depth=1.53"Flow Length=254'Tc=10.2 minCN=790.47 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 8HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C1: Runoff = 2.14 cfs @ 12.24 hrs, Volume= 0.215 af, Depth= 1.46" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Adj Description25,170 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A7,191 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,358 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A585 98 Unconnected pavement, HSG D77,099 79 78 Weighted Average, UI Adjusted55,338 71.78% Pervious Area21,761 28.22% Impervious Area585 2.69% Unconnected Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 9HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=77,099 sfRunoff Volume=0.215 afRunoff Depth=1.46"Flow Length=1,001'Tc=16.8 minUI Adjusted CN=782.14 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 10HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D1: Runoff = 6.67 cfs @ 12.19 hrs, Volume= 0.607 af, Depth= 1.74" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 2-yr Rainfall=3.45"Area (sf) CN Description80,169 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A38,003 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C9,808 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,312 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,831 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A1,710 98 Unconnected pavement, HSG D182,194 82 Weighted Average148,927 81.74% Pervious Area33,267 18.26% Impervious Area1,710 5.14% Unconnected Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 11HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)76543210Type III 24-hr2-yr Rainfall=3.45"Runoff Area=182,194 sfRunoff Volume=0.607 afRunoff Depth=1.74"Flow Length=965'Tc=13.4 minCN=826.67 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 12HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.72% Impervious, Inflow Depth = 1.46" for 2-yr eventInflow = 7.73 cfs @ 12.12 hrs, Volume= 0.610 afPrimary = 7.73 cfs @ 12.12 hrs, Volume= 0.610 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Inflow Area=5.019 ac7.73 cfs7.73 cfs Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 13HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.99% Impervious, Inflow Depth = 1.53" for 2-yr eventInflow = 0.47 cfs @ 12.15 hrs, Volume= 0.040 afPrimary = 0.47 cfs @ 12.15 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)0.50.450.40.350.30.250.20.150.10.050Inflow Area=0.312 ac0.47 cfs0.47 cfsType III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 14HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 28.22% Impervious, Inflow Depth = 1.46" for 2-yr eventInflow = 2.14 cfs @ 12.24 hrs, Volume= 0.215 afPrimary = 2.14 cfs @ 12.24 hrs, Volume= 0.215 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)210Inflow Area=1.770 ac2.14 cfs2.14 cfs Type III 24-hr 2-yr Rainfall=3.45"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 15HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 18.26% Impervious, Inflow Depth = 1.74" for 2-yr eventInflow = 6.67 cfs @ 12.19 hrs, Volume= 0.607 afPrimary = 6.67 cfs @ 12.19 hrs, Volume= 0.607 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)76543210Inflow Area=4.183 ac6.67 cfs6.67 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 16HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A1: Runoff = 15.14 cfs @ 12.12 hrs, Volume= 1.177 af, Depth= 2.81" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description54,384 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A24,778 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C91,474 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A7,640 91 Gravel roads, HSG D953 89 Gravel roads, HSG C1,575 98 Unconnected pavement, HSG D218,623 78 Weighted Average217,048 99.28% Pervious Area1,575 0.72% Impervious Area1,575 100.00% Unconnected Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 17HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 TotalSubcatchment A1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)161514131211109876543210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=218,623 sfRunoff Volume=1.177 afRunoff Depth=2.81"Flow Length=308'Tc=8.2 minCN=7815.14 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 18HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B1: Runoff = 0.91 cfs @ 12.15 hrs, Volume= 0.075 af, Depth= 2.91" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description6,112 78 Meadow, non-grazed, HSG D6,218 78 Meadow, non-grazed, HSG D1,112 91 Gravel roads, HSG D135 98 Unconnected pavement, HSG D13,577 79 Weighted Average13,442 99.01% Pervious Area135 0.99% Impervious Area135 100.00% UnconnectedTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 19HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr10-yr Rainfall=5.12"Runoff Area=13,577 sfRunoff Volume=0.075 afRunoff Depth=2.91"Flow Length=254'Tc=10.2 minCN=790.91 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 20HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C1: Runoff = 4.20 cfs @ 12.23 hrs, Volume= 0.415 af, Depth= 2.81" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Adj Description25,170 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A7,191 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,358 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A585 98 Unconnected pavement, HSG D77,099 79 78 Weighted Average, UI Adjusted55,338 71.78% Pervious Area21,761 28.22% Impervious Area585 2.69% Unconnected Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 21HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)43210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=77,099 sfRunoff Volume=0.415 afRunoff Depth=2.81"Flow Length=1,001'Tc=16.8 minUI Adjusted CN=784.20 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 22HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D1: Runoff = 12.20 cfs @ 12.19 hrs, Volume= 1.111 af, Depth= 3.19" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 10-yr Rainfall=5.12"Area (sf) CN Description80,169 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A38,003 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C9,808 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,312 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,831 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A1,710 98 Unconnected pavement, HSG D182,194 82 Weighted Average148,927 81.74% Pervious Area33,267 18.26% Impervious Area1,710 5.14% Unconnected Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 23HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)131211109876543210Type III 24-hr10-yr Rainfall=5.12"Runoff Area=182,194 sfRunoff Volume=1.111 afRunoff Depth=3.19"Flow Length=965'Tc=13.4 minCN=8212.20 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 24HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.72% Impervious, Inflow Depth = 2.81" for 10-yr eventInflow = 15.14 cfs @ 12.12 hrs, Volume= 1.177 afPrimary = 15.14 cfs @ 12.12 hrs, Volume= 1.177 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)161514131211109876543210Inflow Area=5.019 ac15.14 cfs15.14 cfs Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 25HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.99% Impervious, Inflow Depth = 2.91" for 10-yr eventInflow = 0.91 cfs @ 12.15 hrs, Volume= 0.075 afPrimary = 0.91 cfs @ 12.15 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac0.91 cfs0.91 cfsType III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 26HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 28.22% Impervious, Inflow Depth = 2.81" for 10-yr eventInflow = 4.20 cfs @ 12.23 hrs, Volume= 0.415 afPrimary = 4.20 cfs @ 12.23 hrs, Volume= 0.415 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)43210Inflow Area=1.770 ac4.20 cfs4.20 cfs Type III 24-hr 10-yr Rainfall=5.12"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 27HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 18.26% Impervious, Inflow Depth = 3.19" for 10-yr eventInflow = 12.20 cfs @ 12.19 hrs, Volume= 1.111 afPrimary = 12.20 cfs @ 12.19 hrs, Volume= 1.111 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)131211109876543210Inflow Area=4.183 ac12.20 cfs12.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 28HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A1: Runoff = 20.05 cfs @ 12.12 hrs, Volume= 1.560 af, Depth= 3.73" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description54,384 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A24,778 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C91,474 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A7,640 91 Gravel roads, HSG D953 89 Gravel roads, HSG C1,575 98 Unconnected pavement, HSG D218,623 78 Weighted Average217,048 99.28% Pervious Area1,575 0.72% Impervious Area1,575 100.00% Unconnected Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 29HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 TotalSubcatchment A1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)222120191817161514131211109876543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=218,623 sfRunoff Volume=1.560 afRunoff Depth=3.73"Flow Length=308'Tc=8.2 minCN=7820.05 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 30HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B1: Runoff = 1.20 cfs @ 12.15 hrs, Volume= 0.100 af, Depth= 3.83" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description6,112 78 Meadow, non-grazed, HSG D6,218 78 Meadow, non-grazed, HSG D1,112 91 Gravel roads, HSG D135 98 Unconnected pavement, HSG D13,577 79 Weighted Average13,442 99.01% Pervious Area135 0.99% Impervious Area135 100.00% UnconnectedTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 31HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr25-yr Rainfall=6.17"Runoff Area=13,577 sfRunoff Volume=0.100 afRunoff Depth=3.83"Flow Length=254'Tc=10.2 minCN=791.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 32HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C1: Runoff = 5.57 cfs @ 12.23 hrs, Volume= 0.550 af, Depth= 3.73" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Adj Description25,170 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A7,191 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,358 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A585 98 Unconnected pavement, HSG D77,099 79 78 Weighted Average, UI Adjusted55,338 71.78% Pervious Area21,761 28.22% Impervious Area585 2.69% Unconnected Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 33HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)6543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=77,099 sfRunoff Volume=0.550 afRunoff Depth=3.73"Flow Length=1,001'Tc=16.8 minUI Adjusted CN=785.57 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 34HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D1: Runoff = 15.78 cfs @ 12.18 hrs, Volume= 1.444 af, Depth= 4.14" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 25-yr Rainfall=6.17"Area (sf) CN Description80,169 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A38,003 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C9,808 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,312 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,831 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A1,710 98 Unconnected pavement, HSG D182,194 82 Weighted Average148,927 81.74% Pervious Area33,267 18.26% Impervious Area1,710 5.14% Unconnected Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 35HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)17161514131211109876543210Type III 24-hr25-yr Rainfall=6.17"Runoff Area=182,194 sfRunoff Volume=1.444 afRunoff Depth=4.14"Flow Length=965'Tc=13.4 minCN=8215.78 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 36HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.72% Impervious, Inflow Depth = 3.73" for 25-yr eventInflow = 20.05 cfs @ 12.12 hrs, Volume= 1.560 afPrimary = 20.05 cfs @ 12.12 hrs, Volume= 1.560 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)222120191817161514131211109876543210Inflow Area=5.019 ac20.05 cfs20.05 cfs Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 37HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.99% Impervious, Inflow Depth = 3.83" for 25-yr eventInflow = 1.20 cfs @ 12.15 hrs, Volume= 0.100 afPrimary = 1.20 cfs @ 12.15 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac1.20 cfs1.20 cfsType III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 38HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 28.22% Impervious, Inflow Depth = 3.73" for 25-yr eventInflow = 5.57 cfs @ 12.23 hrs, Volume= 0.550 afPrimary = 5.57 cfs @ 12.23 hrs, Volume= 0.550 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)6543210Inflow Area=1.770 ac5.57 cfs5.57 cfs Type III 24-hr 25-yr Rainfall=6.17"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 39HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 18.26% Impervious, Inflow Depth = 4.14" for 25-yr eventInflow = 15.78 cfs @ 12.18 hrs, Volume= 1.444 afPrimary = 15.78 cfs @ 12.18 hrs, Volume= 1.444 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)17161514131211109876543210Inflow Area=4.183 ac15.78 cfs15.78 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 40HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment A1: Runoff = 27.70 cfs @ 12.12 hrs, Volume= 2.170 af, Depth= 5.19" Routed to Link POA-A : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description54,384 78 Meadow, non-grazed, HSG D1,075 71 Meadow, non-grazed, HSG C670 30 Meadow, non-grazed, HSG A24,778 78 Meadow, non-grazed, HSG D1,720 71 Meadow, non-grazed, HSG C91,474 79 Woods, Fair, HSG D33,692 73 Woods, Fair, HSG C662 36 Woods, Fair, HSG A7,640 91 Gravel roads, HSG D953 89 Gravel roads, HSG C1,575 98 Unconnected pavement, HSG D218,623 78 Weighted Average217,048 99.28% Pervious Area1,575 0.72% Impervious Area1,575 100.00% Unconnected Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 41HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)6.9 100 0.1100 0.24Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.1 13 0.3462 4.12Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 8 0.1250 5.69Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 21 0.3095 3.89Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps1.1 166 0.2530 2.51Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps8.2 308 TotalSubcatchment A1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)302826242220181614121086420Type III 24-hr100-yr Rainfall=7.78"Runoff Area=218,623 sfRunoff Volume=2.170 afRunoff Depth=5.19"Flow Length=308'Tc=8.2 minCN=7827.70 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 42HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment B1: Runoff = 1.65 cfs @ 12.14 hrs, Volume= 0.138 af, Depth> 5.30" Routed to Link POA-B : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description6,112 78 Meadow, non-grazed, HSG D6,218 78 Meadow, non-grazed, HSG D1,112 91 Gravel roads, HSG D135 98 Unconnected pavement, HSG D13,577 79 Weighted Average13,442 99.01% Pervious Area135 0.99% Impervious Area135 100.00% UnconnectedTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)9.5 100 0.0500 0.17Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 62 0.1290 2.51Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 51 0.3333 4.04Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.0 10 0.1000 5.09Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps0.1 31 0.2903 3.77Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps10.2 254 Total Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 43HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSubcatchment B1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Type III 24-hr100-yr Rainfall=7.78"Runoff Area=13,577 sfRunoff Volume=0.138 afRunoff Depth>5.30"Flow Length=254'Tc=10.2 minCN=791.65 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 44HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment C1: Runoff = 7.70 cfs @ 12.23 hrs, Volume= 0.765 af, Depth= 5.19" Routed to Link POA-C : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Adj Description25,170 78 Meadow, non-grazed, HSG D1,693 71 Meadow, non-grazed, HSG C8,141 30 Meadow, non-grazed, HSG A7,191 78 Meadow, non-grazed, HSG D7,463 79 Woods, Fair, HSG D2,986 73 Woods, Fair, HSG C336 36 Woods, Fair, HSG A2,358 91 Gravel roads, HSG D8,413 98 Paved parking, HSG D620 98 Paved parking, HSG B12,143 98 Paved parking, HSG A585 98 Unconnected pavement, HSG D77,099 79 78 Weighted Average, UI Adjusted55,338 71.78% Pervious Area21,761 28.22% Impervious Area585 2.69% Unconnected Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 45HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)11.7 100 0.0300 0.14Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"1.1 126 0.0794 1.97Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 80 0.3375 4.07Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps3.1 607 0.0264 3.30Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps0.3 44 0.1136 2.36Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.3 44 0.2500 2.50Shallow Concentrated Flow, Shallow - WoodsWoodland Kv= 5.0 fps16.8 1,001 TotalSubcatchment C1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Type III 24-hr100-yr Rainfall=7.78"Runoff Area=77,099 sfRunoff Volume=0.765 afRunoff Depth=5.19"Flow Length=1,001'Tc=16.8 minUI Adjusted CN=787.70 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 46HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Subcatchment D1: Runoff = 21.29 cfs @ 12.18 hrs, Volume= 1.968 af, Depth> 5.65" Routed to Link POA-D : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsType III 24-hr 100-yr Rainfall=7.78"Area (sf) CN Description80,169 78 Meadow, non-grazed, HSG D0 71 Meadow, non-grazed, HSG C1,146 30 Meadow, non-grazed, HSG A38,003 78 Meadow, non-grazed, HSG D489 71 Meadow, non-grazed, HSG C9,808 79 Woods, Fair, HSG D0 73 Woods, Fair, HSG C8,312 91 Gravel roads, HSG D940 89 Gravel roads, HSG C10,060 76 Gravel roads, HSG A27,831 98 Paved parking, HSG D329 98 Paved parking, HSG C3,397 98 Paved parking, HSG A1,710 98 Unconnected pavement, HSG D182,194 82 Weighted Average148,927 81.74% Pervious Area33,267 18.26% Impervious Area1,710 5.14% Unconnected Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 47HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCTc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)8.9 100 0.0600 0.19Sheet Flow, Sheet - MeadowGrass: Dense n= 0.240 P2= 3.45"0.4 73 0.1781 2.95Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps0.2 64 0.4219 4.55Shallow Concentrated Flow, Shallow - MeadowShort Grass Pasture Kv= 7.0 fps2.6 634 0.0394 4.03Shallow Concentrated Flow, Shallow - PavementPaved Kv= 20.3 fps1.3 94 0.0053 1.17Shallow Concentrated Flow, Shallow - GravelUnpaved Kv= 16.1 fps13.4 965 TotalSubcatchment D1: RunoffHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)23222120191817161514131211109876543210Type III 24-hr100-yr Rainfall=7.78"Runoff Area=182,194 sfRunoff Volume=1.968 afRunoff Depth>5.65"Flow Length=965'Tc=13.4 minCN=8221.29 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 48HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-A: Inflow Area = 5.019 ac, 0.72% Impervious, Inflow Depth = 5.19" for 100-yr eventInflow = 27.70 cfs @ 12.12 hrs, Volume= 2.170 afPrimary = 27.70 cfs @ 12.12 hrs, Volume= 2.170 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-A: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)302826242220181614121086420Inflow Area=5.019 ac27.70 cfs27.70 cfs Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 49HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-B: Inflow Area = 0.312 ac, 0.99% Impervious, Inflow Depth > 5.30" for 100-yr eventInflow = 1.65 cfs @ 12.14 hrs, Volume= 0.138 afPrimary = 1.65 cfs @ 12.14 hrs, Volume= 0.138 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-B: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)10Inflow Area=0.312 ac1.65 cfs1.65 cfsType III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 50HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-C: Inflow Area = 1.770 ac, 28.22% Impervious, Inflow Depth = 5.19" for 100-yr eventInflow = 7.70 cfs @ 12.23 hrs, Volume= 0.765 afPrimary = 7.70 cfs @ 12.23 hrs, Volume= 0.765 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-C: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)876543210Inflow Area=1.770 ac7.70 cfs7.70 cfs Type III 24-hr 100-yr Rainfall=7.78"669 Oakdale Road Montville - Post Printed 6/12/2023Prepared by Weston & Sampson Engineers, IncPage 51HydroCAD® 10.20-2d s/n 00455 © 2021 HydroCAD Software Solutions LLCSummary for Link POA-D: Inflow Area = 4.183 ac, 18.26% Impervious, Inflow Depth > 5.65" for 100-yr eventInflow = 21.29 cfs @ 12.18 hrs, Volume= 1.968 afPrimary = 21.29 cfs @ 12.18 hrs, Volume= 1.968 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 6.00-30.00 hrs, dt= 0.05 hrsLink POA-D: InflowPrimaryHydrographTime (hours)3029282726252423222120191817161514131211109876Flow (cfs)23222120191817161514131211109876543210Inflow Area=4.183 ac21.29 cfs21.29 cfs