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Drainage Analysis 7-12-23.pdf152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com STORMWATER DRAINAGE REPORT AND MANAGEMENT PLAN for Rebecca Allen and Roland Ouellette 332 Turkey Hill Road Northampton, MA Prepared for Jessica Allen and Roland Ouellette 120 Prospect Street Acton, Massachusetts 01720 Prepared by T Reynolds Engineering 152 Maplewood Terrace Florence, MA 01062 (413) 387-8078 Fax (413) 727-3477 e-mail: terry@treynoldsengineering.com April, 2023 Rev. 7/23 T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 2 TABLE OF CONTENTS Project Summary and Site Description ........................................................................................... 3  Soil and Flood Plain Review With Soil Analysis ........................................................................... 3  Method of Drainage Analysis ......................................................................................................... 5  Model Results ................................................................................................................................. 6  Stormwater Management Performance Standards .......................................................................... 7  Construction Period Pollution Prevention and Erosion and Sediment Control Measures .............. 9  Short-Term Erosion Control Maintenance .................................................................................... 11  Post Construction Operation and Maintenance Plan .................................................................... 12  Long Term Pollution Prevention Plan .......................................................................................... 15  FIGURES Figure 1: Locus of Project Area .......................................................................................................4 TABLES Table 1: Rainfall Runoff Results .....................................................................................................6 APPENDICES Appendix A: Pre- & Post-Construction Drainage Area Plans Appendix B: Soils Report Appendix C: Hydrologic Analyses Appendix D: TSS Removal Worksheet and Storage Volume Calculation Appendix E: BMPs Checklist Appendix F: MA Stormwater Report Checklist T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 3 Project Summary and Site Description Jessica Allen and Roland Ouellette are proposing to build a two family building and associated parking located at 332 Turkey Hill Road in Northampton, MA (see Figure 1). The site was previously designed for the proposed buildout, but since that time, modifications have been made to the original plan resulting in the need to reevaluate the previous overall development plan. T Reynolds Engineering has been retained by Jessica Allen and Roland Ouellette to design the site and analyze the pre-development and post-development stormwater flow calculations for the proposed project. The purpose of this analysis is to determine the 2, 10, and 100-year peak flow rates and quantities for pre and post conditions. The stormwater management system has been designed to be in general accordance with applicable City of Northampton regulations and MA Stormwater Standards. The previously approved development plans included three lots, lot 1 (Allen/Ouellette), Lot 2 (Michael Banas) and Lot 3 (City of Northampton). Lot 1 is currently un-developed, but the original approved driveway was built extending from Turkey Hill Road across Lots 1 and 2. Lot 2 proposed the development of property that included three three-family buildings, parking areas and associated stormwater management. Only one building on Lot 2 has been built to date at the easterly end of the site. No Development was proposed for Lot 3 other than driveway access for Lot 1. Elevations range from low areas along the northern property boundaries of Lots 2 and 3 of 457 to the undeveloped areas of 620 along the southerly perimeter of Lot 1. Under existing conditions, runoff from the site runs overland from the south side of the site to the northern perimeters of lots 2 and 3 properties. Runoff from the site all flows overland to the stream to the north and west. The proposed improvements to the site include; the construction of a 16,000±sf residential building on lot 1 and two additional buildings on Lot 3. Additional construction includes modified driveways, associated utilities and construction of a stormwater management system. Under the improved conditions, stormwater runoff generated from the new building and driveway on lot 1 will be collected in a stormwater-management system that will treat and infiltrate/detain stormwater before being release to flow overland to areas below. Stormwater runoff generated from the two additional buildings and driveway on lot 3 will be collected in a stormwater-management system that will treat and infiltrate the incoming stormwater. Excess stormwater runoff from upgradient areas on Lot 3 and Lot 1 will also be treated in the stormwater system located on Lot 3. The stormwater management systems have been designed so that no increases in off-site discharge rates are expected between the pre- and post- development conditions for the 2, 10, and 100-year storm events. Soil and Flood Plain Review with Soil Analysis See Soils Report Appendix C. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 4 FIGURE 1: LOCUS OF PROJECT AREA (MassMapper) SITE LOCATION T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 5 Method of Drainage Analysis The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 16.64± acres of contributing stormwater runoff flows on the project site. TRE modeled the 2-year, 10-year, and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, and 100- year statistical rain events are 3.0-inches, 4.5-inches, and 6.4-inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bounds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modern development and provide runoff results that are greater than actual conditions. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 6 Model Results The following table summarizes the results of the drainage analysis using HydroCad (see Appendix C for complete analysis). Two design point were used to evaluate the pre and post construction stormwater flows that leave the site expected for the 2, 10, and 100-year storm events. Table 1: Rainfall Runoff Results Existing and Proposed Peak Discharge DESIGN POINT 2-year (cfs) 10-year (cfs) 100-year (cfs) Pre-Construction DP1 2.90 7.44 14.19 DP2 6.36 15.28 28.24 Post- Construction DP1 1.48 5.28 12.96 DP2 3.12 8.49 16.60 As can be seen from the above results, stormwater runoff from the 2, 10, and 100-year storm events are not expected to increase the run-off to down gradient areas from the pre-construction conditions to the post construction condition. As stated above, the project as designed will not increase peak discharges to down gradient areas during the 100-year storm event and as a result is expected not to increase off-site flooding impacts from the 100-year, 24 hour storm (See Hydrologic Analysis, Appendix C). T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 7 Stormwater Management Performance Standards 1. No new Stormwater conveyances (e.g. Outfalls) shall discharge untreated Stormwater directly to or cause erosion in wetlands or Water of the Commonwealth.  There is no increase in runoff rates from the site, and therefore no potential for increased downstream erosion. Discharges have been evaluated to determine that discharge velocities will not result in scouring and erosion (See Hydrologic Analysis, Appendix C).  A stormwater management system has been designed including energy dissipaters. 2. Stormwater Management Facilities must be designed so that post-development Peak Discharge rates do not exceed predevelopment Peak Discharge rates.  Post development peak discharges have been designed to not exceed pre-development peak flows up to and including the 100-year storm event. The project as designed will not increase off-site flooding impacts from the 100-year 24-hour storm (See Hydrologic Analysis, Appendix C). 3. Loss of annual Recharge to Groundwater should be minimized through the use of Infiltration measures to the maximum extent practicable. The annual Recharge from the post-development site should approximate the annual Recharge rate from the predevelopment or existing site conditions, based on soil types.  Stormwater runoff from the impervious areas are directed to a sediment forebay and subsequent infiltration basin system to control runoff volume and provide infiltration. Stormwater from the site is calculated to infiltrate at a rate of approximately 0.03 cubic feet per second and exfiltrate 514 cubic feet during a 1-inch storm event (1.22” over 24 hrs). The instantaneous infiltration volume within the basin is approximately 13,447 cubic feet (volume below the lowest outlet invert). Massachusetts Stormwater Management Standards prescribes that for “A” soil, 0.60-inches of stormwater runoff and 0.25 for “C” soil multiplied by the total impervious area equals the volume of stormwater runoff that should be recharged. The total prescribed recharge volume for type “A” and "C" soil is calculated to be 2,045 cubic feet. See volume sizing calculations, Appendix D. 4. For new development, Stormwater Management Facilities must be designed to remove 80 percent of the average annual load (post development conditions) of total suspended solids (TSS). It is presumed that this standard is met when: a. Suitable nonstructural practices for source control and pollution prevention are implemented; b. Stormwater management Best Management Practices (BMPs) are sized to capture the prescribed Runoff volume; and c. Stormwater management BMPs are maintained as designed.  All newly developed areas have been designed with stormwater BMPs that remove a minimum of 80% TSS. See TSS removal worksheet, Appendix D. 5. Stormwater discharges from areas with higher potential Pollutant loads require the use of specific Stormwater management BMPs (see Stormwater Management Handbook, February 2008, MassDEP, as updated or amended). The use of Infiltration practices without pretreatment is prohibited. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 8  The site does not contain land with higher pollutant loads. 6. Stormwater discharges to critical areas must utilize certain Stormwater management BMPs approved for critical areas (see Stormwater Management Handbook, February 2008, MassDEP, as updated or amended). Critical areas are outstanding resource waters (ORWs), cold-water fisheries, vernal pools and Recharge areas for public water supplies.  The site is not within a Zone II of a public water supply. 7. Redevelopment of previously developed sites must meet the Stormwater management standards to the maximum extent practicable, as determined by the Board of Public Works. However, if it is not practicable to meet all the standards, Section 4 Performance Standards and Design Requirements Stormwater Management Rules and Regulations 4-2 new (retrofitted or expanded) Stormwater Management Facilities must be designed to improve existing conditions.  The project is a redevelopment project, but all standards are being met. 8. Erosion and sediment controls must be implemented to prevent impacts during disturbance and construction activities.  Erosion and sediment controls are incorporated into the project to prevent erosion, control sediments, and stabilize exposed soils during construction (see project Plans and Erosion Control Measures, below). 9. All Stormwater Management Facilities must have an operation and maintenance plan to ensure that systems function as designed. The operation and maintenance plan must be implemented for the life of the system.  The following section describes the long-term stormwater maintenance program to be implemented. 10. All Illicit Discharges to the Stormwater Management Facilities are prohibited.  There are no known illicit discharges to the stormwater management system. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 9 Construction Period Pollution Prevention and Erosion and Sediment Control Measures The following erosion and sedimentation control measures will be employed during the earthwork and construction phases of the project. Sediment Barrier and Work Limit: Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the engineer or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may be cut by machine, provided all other ground cover is left intact. Silt Fence: The bottom of the fence shall be trenched into the ground a minimum of 4" and back-filled with compacted soil. Where trenching is not feasible, the silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. Filter Sock (Filtrexx or equivalent): In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up-slope face to control and filter underflow. Additional layers of Filter Sock may be required for adequate freeboard. Stocking Additional Materials: A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw -bales - 10 (Covered to be kept dry) with 20 Oak stakes Or Silt fence - 30 linear feet. Or Filter Sock - 4, 8 ft. sections (covered to be kept dry) Washed stone - 1 cubic yards, 3/4" to 1 2" diameter Trench Protection: Open trenches shall be protected from accumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up-slope side of the trench to prevent surface runoff from entering the trench. Backfill shall be crowned to allow for settlement and to avoid concentration of runoff on top of the trench. Storm Drain Protection: The storm drain and swale system shall be put into operation as soon as possible in order to control runoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, “Filtrexx” filter socks, stone filter berms, or filter fabric inserts (tea-bags, silt- sacks or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 10 Site Stabilization - Temporary: Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. Site Stabilization - Permanent: Within 14 days of completion of loaming and finish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. Roadway Sweeping: The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment runoff into storm drains or waterways and to control dust migration. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 11 Short-Term Erosion Control Maintenance  The contractor or subcontractor will be responsible for implementing all erosion and sediment controls.  The on-site contractor will inspect all sediment and erosion controls on a ongoing weekly basis and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor.  Sediment shall be removed from behind barriers if greater than 6-inches deep or as needed.  Damaged or deteriorated items will be repaired immediately after identification.  The underside of filter socks should be kept in close contact with the earth and reset or provided with mulch or stone filter as necessary.  The underside of hay bales should be kept in close contact with the earth and reset as necessary.  Sediment that is collected in drainage structures or within sediment controls shall be disposed of properly and, if on site, shall not be placed in an area subject to erosion.  Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be re-graded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 12 Lot 1 Post Construction Operation and Maintenance Plan The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described.  The Lot 1 Stormwater management system will be owned and operated by Rebecca Allen and Roland Ouellette.  Operation and maintenance of stormwater management system will be the responsibility of the Owners.  Level Spreader;  The level spreader should be checked periodically and after every major storm.  Any detrimental sediment accumulation should be removed.  If rilling has taken place on the lip, the damage should be repaired and re-vegetated.  Vegetation should be mowed occasionally to control weeds and encroachment of woody vegetation. Clippings should be removed and disposed of outside the spreader and away from the outlet area.  Fertilization should be done as necessary to keep the vegetation healthy and dense.  The spreader should be inspected after every runoff event to ensure that it is functioning correctly.  Rain Garden Inspect soil and repair eroded areas monthly. Re-mulch void areas as needed. Remove litter and debris monthly. Treat diseased vegetation as needed. Remove and replace dead vegetation twice per year (spring and fall). Remove invasive species as needed to prevent these species from spreading into the bioretention area. Replace mulch every two years, in the early spring. Upon failure, excavate bioretention area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. Rain Garden Maintenance Schedule Activity Timeof Year Frequency Inspect & remove trash Year round Monthly Mulch Spring Annually Remove dead vegetation Fall orSpring Annually Replace dead vegetation Spring Annually Prune Spring orFall Annually Replace entire media & all vegetation Late Spring/early Summer As needed*    Parking Lot Sweeping Paved areas will be swept, at a minimum, two times per year in the months of May and October.  See the Grading and Drainage Plan for a scaled drawing of the treatment train. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 13 Lot 2 Post Construction Operation and Maintenance Plan The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described.  The Lot 3 Stormwater management system will be owned and operated by the City of Northampton.  Operation and maintenance of stormwater management system will be the responsibility of the Owners.  Water quality swale:  Inspect swales the first few months after construction and twice a year thereafter to make sure vegetation is adequate and slopes are not eroding. Check for rilling and gullying. Repair eroded areas and revegetate.  Mow dry swales as needed to maintain 3" to 6" of vegetation.  At least once a year, inspect and remove sediment and debris. Re-seed as necessary  Infiltration Area Inspect the infiltration Area at least twice per year. Important items to check during the inspection include:  Signs of differential settlement,  Erosion,  Tree growth on the embankments  Sediment accumulation and  The health of the turf. Remove trash and debris at the same time. Use deep tilling to break up clogged surfaces, and revegetate immediately.  See the Grading and Drainage Plan for a scaled drawing of the treatment train. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 14 Lot 3 Post Construction Operation and Maintenance Plan The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described.  The Lot 3 Stormwater management system will be owned and operated by Michael Banas.  Operation and maintenance of stormwater management system will be the responsibility of the Owners.  Sediment Forbays; At a minimum, inspect sediment forebays monthly and clean them out at least four times per year. Stabilize the floor and sidewalls of the sediment forebay before making it operational, otherwise the practice will discharge excess amounts of suspended sediments. When mowing grasses, keep the grass height no greater than 6 inches. Set mower blades no lower than 3 to 4 inches. Check for signs of rilling and gullying and repair as needed. After removing the sediment, replace any vegetation damaged during the clean-out by either reseeding or re- sodding. When reseeding, incorporate practices such as hydroseeding with a tackifier, blanket, or similar practice to ensure that no scour occurs in the forebay, while the seeds germinate and develop roots.  Infiltration Basins Inspect the infiltration basin at least twice per year. Important items to check during the inspection include:  Signs of differential settlement,  Cracking,  Erosion,  Leakage in the embankments  Tree growth on the embankments  Condition of riprap,  Sediment accumulation and  The health of the turf. At least twice a year, mow the buffer area, side slopes, and basin bottom. Remove grass clippings and accumulated organic matter to prevent an impervious organic mat from forming. Remove trash and debris at the same time. Use deep tilling to break up clogged surfaces, and revegetate immediately.    Parking Lot Sweeping Paved areas will be swept, at a minimum, two times per year in the months of May and October.  See the Grading and Drainage Plan for a scaled drawing of the treatment train. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 15 Long Term Pollution Prevention Plan Good Housekeeping Practices The following is a list of good housekeeping practices provided as guidance by DEP to be considered by the property management company hired to maintain the proposed retail building and grounds. Lawn and Garden Activities, including application and disposal of lawn and garden care products, and proper disposal of leaves and yard trimmings. Effective measures include: applying pesticides and fertilizers properly, including: timing; application reduction; providing buffer areas (preferably natural vegetation) between surface waters and lawn and garden activities; limiting lawn watering and landscaping with climate-suitable vegetation; providing guidelines for what to expect from landscaping and lawn care professionals; and providing composting guidelines, if not covered elsewhere under solid waste efforts. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> See “More than Just a Yard: Ecological Landscaping Tools for Massachusetts Homeowners” http://www.mass.gov/envir/mwrc/pdf/More_Than_Just_Yard.pdf and Guide to Lawn and Landscape Water Conservation, http:www.mass.gov/envir/mwrc/pdf/LawnGuide.pdf. Turf Management on golf courses, parks, and recreation areas. Many of the measures described above are applicable to turf management and need to be implemented by caretakers responsible for golf courses and parks and recreation areas (including municipal employees, in some cases). Pet Waste Management. Pooper-scooper laws for pets should be enacted and implemented. Public outreach is essential to the effectiveness of these laws. Priority resource areas, such as bathing beaches and shellfish growing areas may need to exclude pets at least for the summer months or at other critical use times. Specific controls for horses and the control of manure may be needed. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Integrated Pest Management (IPM) effectively prevents and controls pests (including weeds) in a way that maximizes environmental benefits at a reduced cost to growers. IPM involves applying an array of techniques and control strategies for pest management – with a focus on using them in the proper amounts and determining when they are most needed. By choosing from all possible pest control methods (e.g., biological controls and beneficial organisms) and rotating methods, resistance to repeated chemical controls can be delayed or prevented. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Proper Storage, Use, and Disposal of Household Hazardous Chemicals, including automobile fluids, pesticides, paints, and solvents. Information should be provided on chemicals of concern, proper use, and disposal options. Household hazardous waste collection days should be sponsored whenever feasible. Recycling programs for used motor oil, antifreeze, and other products should be developed and promoted. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 16 Storm Drain Stenciling involves labeling storm drain inlets with painted messages warning citizens not to dump pollutants into the drains. The stenciled messages are generally a simple phrase to remind passersby that the storm drains connect to local waterbodies and that dumping pollutes those waters. Some storm drain stencils specify which waterbody the inlet drains to or name the particular river, lake, or bay. Commonly stenciled messages include: “No Dumping. Drains to Water Source,” “Drains to River,” and “You Dump it, You Drink it. No Waste Here.” Pictures can also be used to convey the message, including a shrimp, common game fish, or a graphic depiction of the path from drain to waterbody. Communities with a large Spanish- speaking population might wish to develop stencils in both English and Spanish, or use a graphic alone. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Proper Operation and Maintenance of Septic Systems. Knowledge of proper operation and maintenance of septic systems should be promoted to avoid serious failures. Car Washing. This management measure involves educating the general public, businesses, municipal fleets (public works, school buses, fire, police, and parks) on the water quality impacts of the outdoor washing of automobiles and how to avoid allowing polluted runoff to enter the storm drain system. Outdoor car washing has the potential to result in high loads of nutrients, metals, and hydrocarbons during dry weather conditions in many watersheds, as the detergent- rich water used to wash the grime off our cars flows down streets and into storm drains. Commercial car wash facilities often recycle their water or are required to treat their wash-water discharge prior to release to the sanitary sewer system. As a result, most stormwater impacts from car washing are from residents, businesses, and charity car wash fundraisers that discharge polluted wash water to the storm drain system. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Commercial Operations and Activities, including parking lots, gas stations, and other local businesses. Recycling, spill prevention and response plans, and proper material storage and disposal should be promoted. Using dry floor cleaners and absorbent materials and limiting the use of water to clean driveways and walkways should be encouraged. Care should be taken to avoid accidental disposal of hazardous materials down floor drains. Floor drains should be inventoried. Department of Public Works Facilities (DPWs). Because of the nature of the activities they perform, such as storing and managing sand, salt, and chemicals, and fueling and maintaining trucks and other equipment, DPWs are in a unique position to prevent a wide range of compounds from becoming stormwater pollutants. MassDEP has developed a Fact Sheet specifically for DPWs: <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> Other efforts, including water conservation and litter control, can be tied to nonpoint source pollution control. Provisions for Storing Materials and Waste Products Inside or Under Cover All maintenance will be conducted by independent contractors hired by the property owner. No maintenance equipment or materials will be kept on-site. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 17 Vehicle Washing Controls All maintenance vehicles will be associated with independent contractors hired by the property manager. These vehicles will not be cleaned on-site. Vehicles owned by employees will not be cleaned on-site. Requirements for Routine inspections and Maintenance of Stormwater BMP’s Routine inspections will be performed to ensure the correct functioning of stormwater BMP’s. Please see the Long Term Stormwater Maintenance Program for detail regarding inspections and maintenance. Spill Prevention and Response Plan It will be the responsibility of the property manager to contain and legally remove any materials that are spilled onsite. The property manager will be responsible for providing an emergency response plan for any spills within the subject property. Provisions for Maintenance of Lawns, Gardens, and Other Landscaped Areas There will be standard landscaping consistent with other residential uses. The use of fertilizers, herbicides and pesticides will be limited to areas outside of resource areas, and outside of the 50- foot buffer of the Bordering Vegetated Wetland (BVW) on-site. Standard practices will be conducted outside of said areas and will be the ultimate responsibility of the property manager. Requirements for Storage and Use of Fertilizers, Herbicides, and Pesticides As mentioned above, fertilizers, herbicides, and pesticides will be limited to those areas outside of the resource area and the 50-foot buffer zone to the bordering vegetated wetland on-site. All of these materials will be stored off-site by the independent contractor hired by the property manager and will be applied consistent with industry standards and applicable laws. Pet Waste Management Provisions Pet waste is not anticipated to be a problem. However, any pet waste is required to be properly maintained by the pet owner. Provisions for Operation and Management of Septic Systems Septic systems shall be maintained per best practices as described in owner care manual. Provisions for Solid Waste Management A dumpster will be located on-site at the rear of the parking area. The traffic circulation within the parking area is two-way throughout, which should provide easy access for trash removal. Snow Disposal and Plowing Plans Relative to Wetland Resource Areas A snow removal area is proposed along the north side of the parking area. Snow will be stored in this area in the event of winter storms. Winter Road Salt and/or Sand Use and Storage Restrictions The use of road salt will be kept to a minimum per the Department of Environmental Protection’s (DEP’s) standards. Please refer to the Long Term Stormwater Maintenance Program for additional information. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com 18 Parking Lot Sweeping Schedules Please see the Long-Term Stormwater Maintenance Program. Provisions for Prevention of Illicit Discharges to the Stormwater Management System Any and all illicit discharges to the stormwater basin will be promptly dealt with. It will be the property manager’s responsibility to ensure compliance with the legal disposal of all materials and containment/cleanup of any illicit discharges. Training for Staff or Personnel Involved with Implementing Long-Term Pollution Prevention Plan The property manager on-site will be responsible for the implementations of the measures set forth in the Long-Term Pollution Prevention Plan (LTPPP). Said property manager will be responsible for providing documentation that management staff and sub-contractors involved with the implementation of the LTPPP have been trained to conduct such tasks. List of Emergency Contacts for Implementing Long-Term Pollution Prevention Plan A standard form for listing emergency contact information in the event of an emergency has been provided. See Appendix J. T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix A: Pre-Construction and Post-Construction Drainage Area Plans Tree w/O r a n g e & P i n k Ribbon ( F o u n d ) 14" Oaks 18" Tree 14" Cher r y 18" Tree Maple 3-16" Tre e s Tree w/R i b b o n 4 . 1 ' O f f L i n e 6" Oak6"8" 6" Oak 8" Cherr y 14" Map l e 8" Birch 18" Tree 8" Birch 18" Maple 8" Birch 8" Birch 4" 10" Maple 6" 24" Tree 10" Pine 12" Pine 18" Pine Twin 10" B i r c h 10"&12 " P i n e 12" Pine 18" Tree 8" Birch TU RK E Y H I L L R O A D 20" Oak 20" Pine 20" Oak 20" Oak 20" Oak 20" Oak 18" Oak 20" Pine 20" Oak 24" Oak 24" Oak 24" Oak 24" Oak 20" Oak 10" Tree Civil EngineersPlanning, Design, and Permitting Services ph: 413 387-8078 fax: 413 727-3477email: terry@treynoldsengineering.comwww.treynoldsengineering.com 152 Maplewood TerraceFlorence, MA 01062 T Reynolds Engineering DATE: PREPARED FOR: DATE: SCALE: OF REVISIONS: UNAUTHORIZED ALTERATION OFTHIS DOCUMENT IS A VIOLATION OFMASSACHUSETTS STATE LAW SHEET NO. PROJECT NO: DRAWING: 8/26/21 1" = 20' 1 2Existing Conditions DrainageArea PlanAllen/Ouellette Residence332 Turkey Hill Road RoadNorthampton, MA 01060120 Prospect Street Acton MA 01720 Eng Plan.dwg 21-1102 Rebecca Allen Roland Ouellette TU R K E Y H I L L RO A D Civil Engineers Planning, Design, and Permitting Services ph: 413 387-8078 fax: 413 727-3477email: terry@treynoldsengineering.comwww.treynoldsengineering.com 152 Maplewood TerraceFlorence, MA 01062 T Reynolds Engineering DATE: PREPARED FOR: DATE: SCALE: OF REVISIONS: UNAUTHORIZED ALTERATION OFTHIS DOCUMENT IS A VIOLATION OFMASSACHUSETTS STATE LAW SHEET NO. PROJECT NO: DRAWING: 8/26/21 1" = 20' 2 2Proposed Conditions DrainageArea PlanAllen/Ouellette Residence332 Turkey Hill Road RoadNorthampton, MA 01060120 Prospect Street Acton MA 01720 Eng Plan.dwg 21-1102 Rebecca Allen Roland Ouellette 7/18/23PB Comments T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix B: Soils Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hampshire County, Massachusetts, Central Part Natural Resources Conservation Service November 18, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................12 Hampshire County, Massachusetts, Central Part...........................................15 31A—Walpole sandy loam, 0 to 3 percent slopes.......................................15 73A—Whitman fine sandy loam, 0 to 3 percent slopes, extremely stony...16 88B—Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony..........18 253C—Hinckley loamy sand, 8 to 15 percent slopes..................................19 254B—Merrimac fine sandy loam, 3 to 8 percent slopes............................21 306B—Paxton fine sandy loam, 0 to 8 percent slopes, very stony.............23 306C—Paxton fine sandy loam, 8 to 15 percent slopes, very stony...........24 306D—Paxton fine sandy loam, 15 to 25 percent slopes, very stony.........26 311C—Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony...28 406C—Charlton fine sandy loam, 8 to 15 percent slopes, very stony.........29 600—Pits, gravel.........................................................................................31 711E—Charlton-Rock outcrop-Hollis complex, steep.................................32 References............................................................................................................35 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 468626046863404686420468650046865804686660468674046868204686900468626046863404686420468650046865804686660468674046868204686900686850 686930 687010 687090 687170 687250 687330 686850 686930 687010 687090 687170 687250 687330 42° 18' 43'' N 72° 43' 58'' W42° 18' 43'' N72° 43' 36'' W42° 18' 21'' N 72° 43' 58'' W42° 18' 21'' N 72° 43' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,270 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 17, Sep 9, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 29, 2013—Oct 16, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 10 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 11 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 31A Walpole sandy loam, 0 to 3 percent slopes 1.0 1.8% 73A Whitman fine sandy loam, 0 to 3 percent slopes, extremely stony 0.0 0.1% 88B Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony 1.5 2.6% 253C Hinckley loamy sand, 8 to 15 percent slopes 5.3 9.6% 254B Merrimac fine sandy loam, 3 to 8 percent slopes 3.0 5.4% 306B Paxton fine sandy loam, 0 to 8 percent slopes, very stony 4.3 7.8% 306C Paxton fine sandy loam, 8 to 15 percent slopes, very stony 8.7 15.6% 306D Paxton fine sandy loam, 15 to 25 percent slopes, very stony 21.8 39.3% 311C Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony 0.6 1.1% 406C Charlton fine sandy loam, 8 to 15 percent slopes, very stony 0.2 0.3% 600 Pits, gravel 9.0 16.3% 711E Charlton-Rock outcrop-Hollis complex, steep 0.0 0.1% Totals for Area of Interest 55.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Custom Soil Resource Report 12 Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion Custom Soil Resource Report 13 of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 14 Hampshire County, Massachusetts, Central Part 31A—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions, outwash plains, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 15 Minor Components Scarboro Percent of map unit:10 percent Landform:Outwash plains, deltas, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:10 percent Landform:Outwash plains, deltas, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 73A—Whitman fine sandy loam, 0 to 3 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2w695 Elevation: 0 to 1,580 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Whitman, extremely stony, and similar soils:81 percent Minor components:19 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Whitman, Extremely Stony Setting Landform:Drumlins, ground moraines, hills, drainageways, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oi - 0 to 1 inches: peat A - 1 to 10 inches: fine sandy loam Bg - 10 to 17 inches: gravelly fine sandy loam Custom Soil Resource Report 16 Cdg - 17 to 61 inches: fine sandy loam Properties and qualities Slope:0 to 3 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature:7 to 38 inches to densic material Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Ecological site: F144AY041MA - Very Wet Till Depressions Hydric soil rating: Yes Minor Components Ridgebury, extremely stony Percent of map unit:10 percent Landform:Drumlins, depressions, ground moraines, hills, drainageways Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scarboro Percent of map unit:5 percent Landform:Drainageways, depressions, outwash terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Swansea Percent of map unit:3 percent Landform:Marshes, bogs, swamps Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Woodbridge, extremely stony Percent of map unit:1 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 17 88B—Ridgebury fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2xffx Elevation: 40 to 1,320 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Ridgebury, very stony, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ridgebury, Very Stony Setting Landform:Drumlins, depressions, ground moraines, hills, drainageways Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 6 inches: fine sandy loam Bw - 6 to 10 inches: sandy loam Bg - 10 to 19 inches: gravelly sandy loam Cd - 19 to 66 inches: gravelly sandy loam Properties and qualities Slope:3 to 8 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:15 to 35 inches to densic material Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Custom Soil Resource Report 18 Hydrologic Soil Group: D Ecological site: F144AY009CT - Wet Till Depressions Hydric soil rating: Yes Minor Components Woodbridge, very stony Percent of map unit:7 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Whitman, very stony Percent of map unit:4 percent Landform:Drumlins, ground moraines, hills, drainageways, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scituate, very stony Percent of map unit:2 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex, linear Across-slope shape:Convex Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Drainageways, outwash terraces, depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 253C—Hinckley loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2svm9 Elevation: 0 to 1,480 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Custom Soil Resource Report 19 Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Outwash deltas, outwash terraces, moraines, eskers, kames, outwash plains, kame terraces Landform position (two-dimensional):Shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Kames, outwash plains, outwash terraces, moraines, eskers Landform position (two-dimensional):Shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Convex Across-slope shape:Convex Custom Soil Resource Report 20 Hydric soil rating: No Sudbury Percent of map unit:5 percent Landform:Outwash deltas, moraines, outwash plains, kame terraces, outwash terraces Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave, linear Across-slope shape:Concave, linear Hydric soil rating: No Windsor Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No 254B—Merrimac fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2tyqs Elevation: 0 to 1,290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Merrimac and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Merrimac Setting Landform:Outwash plains, outwash terraces, moraines, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Loamy glaciofluvial deposits derived from granite, schist, and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Custom Soil Resource Report 21 Typical profile Ap - 0 to 10 inches: fine sandy loam Bw1 - 10 to 22 inches: fine sandy loam Bw2 - 22 to 26 inches: stratified gravel to gravelly loamy sand 2C - 26 to 65 inches: stratified gravel to very gravelly sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:2 percent Maximum salinity:Nonsaline (0.0 to 1.4 mmhos/cm) Sodium adsorption ratio, maximum:1.0 Available water supply, 0 to 60 inches: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Sudbury Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Windsor Percent of map unit:3 percent Landform:Outwash terraces, dunes, deltas, outwash plains Landform position (two-dimensional):Shoulder Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Custom Soil Resource Report 22 Hydric soil rating: No Agawam Percent of map unit:2 percent Landform:Outwash plains, outwash terraces, moraines, stream terraces, eskers, kames Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 306B—Paxton fine sandy loam, 0 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2w673 Elevation: 0 to 1,340 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Paxton, very stony, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 10 inches: fine sandy loam Bw1 - 10 to 17 inches: fine sandy loam Bw2 - 17 to 28 inches: fine sandy loam Cd - 28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope:0 to 8 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Well drained Runoff class: Medium Custom Soil Resource Report 23 Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit:8 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Ridgebury, very stony Percent of map unit:4 percent Landform:Drumlins, drainageways, depressions, hills, ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Charlton, very stony Percent of map unit:3 percent Landform:Hills Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 306C—Paxton fine sandy loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 2w677 Elevation: 0 to 1,330 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Custom Soil Resource Report 24 Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Paxton, very stony, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 10 inches: fine sandy loam Bw1 - 10 to 17 inches: fine sandy loam Bw2 - 17 to 28 inches: fine sandy loam Cd - 28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit:8 percent Landform:Hills, drumlins, ground moraines Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 25 Charlton, very stony Percent of map unit:5 percent Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Ridgebury, very stony Percent of map unit:2 percent Landform:Drumlins, depressions, ground moraines, hills, drainageways Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 306D—Paxton fine sandy loam, 15 to 25 percent slopes, very stony Map Unit Setting National map unit symbol: 2w67h Elevation: 0 to 1,400 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Paxton, very stony, and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 10 inches: fine sandy loam Bw1 - 10 to 17 inches: fine sandy loam Bw2 - 17 to 28 inches: fine sandy loam Cd - 28 to 67 inches: gravelly fine sandy loam Custom Soil Resource Report 26 Properties and qualities Slope:15 to 25 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit:5 percent Landform:Hills, drumlins, ground moraines Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Charlton, very stony Percent of map unit:4 percent Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Ridgebury, very stony Percent of map unit:1 percent Landform:Ground moraines, hills, drainageways, drumlins, depressions Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 27 311C—Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 2w687 Elevation: 0 to 1,420 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Woodbridge, very stony, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge, Very Stony Setting Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 9 inches: fine sandy loam Bw1 - 9 to 20 inches: fine sandy loam Bw2 - 20 to 32 inches: fine sandy loam Cd - 32 to 67 inches: gravelly fine sandy loam Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 19 to 27 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Custom Soil Resource Report 28 Hydrologic Soil Group: C/D Ecological site: F144AY037MA - Moist Dense Till Uplands Hydric soil rating: No Minor Components Paxton, very stony Percent of map unit:9 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Linear, convex Hydric soil rating: No Ridgebury, very stony Percent of map unit:4 percent Landform:Drumlins, depressions, hills, drainageways, ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Head slope, base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Whitman, very stony Percent of map unit:1 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sutton, very stony Percent of map unit:1 percent Landform:Ground moraines, hills Landform position (two-dimensional):Footslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 406C—Charlton fine sandy loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 2wh0p Elevation: 0 to 1,570 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Custom Soil Resource Report 29 Map Unit Composition Charlton, very stony, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton, Very Stony Setting Landform:Ridges, ground moraines, hills Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Coarse-loamy melt-out till derived from granite, gneiss, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 4 inches: fine sandy loam Bw - 4 to 27 inches: gravelly fine sandy loam C - 27 to 65 inches: gravelly fine sandy loam Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Sutton, very stony Percent of map unit:5 percent Landform:Ground moraines, hills Landform position (two-dimensional):Footslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Paxton, very stony Percent of map unit:5 percent Custom Soil Resource Report 30 Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex, linear Across-slope shape:Convex Hydric soil rating: No Chatfield, very stony Percent of map unit:3 percent Landform:Ridges, hills Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No Leicester, very stony Percent of map unit:2 percent Landform:Depressions, hills, ground moraines, drainageways Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope Down-slope shape:Linear, concave Across-slope shape:Concave Hydric soil rating: Yes 600—Pits, gravel Map Unit Setting National map unit symbol: 9b19 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 120 to 200 days Farmland classification: Not prime farmland Map Unit Composition Pits:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Pits Setting Parent material:Loose sandy and gravelly glaciofluvial deposits Typical profile H1 - 0 to 6 inches: very gravelly sand H2 - 6 to 60 inches: very gravelly sand Custom Soil Resource Report 31 711E—Charlton-Rock outcrop-Hollis complex, steep Map Unit Setting National map unit symbol: 99zn Elevation: 150 to 1,460 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 120 to 240 days Farmland classification: Not prime farmland Map Unit Composition Charlton and similar soils:35 percent Rock outcrop:25 percent Hollis and similar soils:20 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton Setting Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Friable loamy eolian deposits over friable loamy basal till derived from granite and gneiss Typical profile H1 - 0 to 7 inches: fine sandy loam H2 - 7 to 13 inches: fine sandy loam H3 - 13 to 22 inches: gravelly fine sandy loam H4 - 22 to 60 inches: gravelly sandy loam Properties and qualities Slope:25 to 45 percent Surface area covered with cobbles, stones or boulders:2.0 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 7.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Custom Soil Resource Report 32 Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Description of Rock Outcrop Setting Parent material:Granite and gneiss Properties and qualities Slope:25 to 45 percent Depth to restrictive feature:0 inches to lithic bedrock Runoff class: Very high Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked Description of Hollis Setting Landform:Hills Landform position (two-dimensional):Summit Landform position (three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Convex Parent material:Friable loamy basal till over granite and gneiss Typical profile H1 - 0 to 5 inches: fine sandy loam H2 - 5 to 19 inches: fine sandy loam H3 - 19 to 23 inches: bedrock Properties and qualities Slope:25 to 45 percent Surface area covered with cobbles, stones or boulders:2.0 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to low (0.00 to 0.01 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 2.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Ecological site: F144AY033MA - Shallow Dry Till Uplands Hydric soil rating: No Minor Components Chatfield Percent of map unit:15 percent Hydric soil rating: No Custom Soil Resource Report 33 Woodbridge Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 34 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 35 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 36 T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix C: Hydrologic Analyses 1S Trib to Turkey Hill Rd 2S Trib to on Site Wetland 3S Trib to Wetland 4S Trib to Turkey Hill Rd 5R DP1 6R DP2 Routing Diagram for Pre DevPrepared by T Reynolds Engineering, Printed 6/1/2023 HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.140 72 Dirt roads, HSG A (1S, 2S) 0.133 87 Dirt roads, HSG C (1S, 2S) 2.527 68 Pasture/grassland/range, Poor, HSG A (1S, 2S) 1.942 86 Pasture/grassland/range, Poor, HSG C (1S, 2S) 0.114 98 Paved parking, HSG C (4S) 0.024 98 Roofs, HSG C (4S) 0.119 30 Woods, Good, HSG A (1S, 2S) 11.643 70 Woods, Good, HSG C (1S, 2S, 3S, 4S) 16.642 72 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.00"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=122,809 sf 0.00% Impervious Runoff Depth>0.64"Subcatchment 1S: Trib to Turkey Hill Rd Tc=21.4 min CN=70 Runoff=1.33 cfs 0.150 af Runoff Area=398,954 sf 0.00% Impervious Runoff Depth>0.77"Subcatchment 2S: Trib to on Site Wetland Tc=20.4 min CN=73 Runoff=5.61 cfs 0.589 af Runoff Area=69,010 sf 0.00% Impervious Runoff Depth>0.64"Subcatchment 3S: Trib to Wetland Flow Length=950' Tc=21.2 min CN=70 Runoff=0.75 cfs 0.084 af Runoff Area=134,158 sf 4.48% Impervious Runoff Depth>0.68"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=1.56 cfs 0.175 af Inflow=2.90 cfs 0.324 afReach 5R: DP1 Outflow=2.90 cfs 0.324 af Inflow=6.36 cfs 0.674 afReach 6R: DP2 Outflow=6.36 cfs 0.674 af Total Runoff Area = 16.642 ac Runoff Volume = 0.998 af Average Runoff Depth = 0.72" 99.17% Pervious = 16.504 ac 0.83% Impervious = 0.138 ac Type III 24-hr 2-Year Event Rainfall=3.00"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 1.33 cfs @ 12.35 hrs, Volume= 0.150 af, Depth> 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 3,354 30 Woods, Good, HSG A 76,099 70 Woods, Good, HSG C 28,241 68 Pasture/grassland/range, Poor, HSG A 10,846 86 Pasture/grassland/range, Poor, HSG C 1,263 72 Dirt roads, HSG A 3,006 87 Dirt roads, HSG C 122,809 70 Weighted Average 122,809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 Direct Entry, Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 5.61 cfs @ 12.32 hrs, Volume= 0.589 af, Depth> 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,830 30 Woods, Good, HSG A 233,905 70 Woods, Good, HSG C 81,849 68 Pasture/grassland/range, Poor, HSG A 73,747 86 Pasture/grassland/range, Poor, HSG C 4,835 72 Dirt roads, HSG A 2,788 87 Dirt roads, HSG C 398,954 73 Weighted Average 398,954 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, Summary for Subcatchment 3S: Trib to Wetland Runoff = 0.75 cfs @ 12.34 hrs, Volume= 0.084 af, Depth> 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Type III 24-hr 2-Year Event Rainfall=3.00"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description 69,010 70 Woods, Good, HSG C 69,010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 6.9 850 0.1700 2.06 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.2 950 Total Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 1.56 cfs @ 12.35 hrs, Volume= 0.175 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 128,150 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 134,158 71 Weighted Average 128,150 95.52% Pervious Area 6,008 4.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Reach 5R: DP1 Inflow Area = 5.899 ac, 2.34% Impervious, Inflow Depth > 0.66" for 2-Year Event event Inflow = 2.90 cfs @ 12.35 hrs, Volume= 0.324 af Outflow = 2.90 cfs @ 12.35 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 10.743 ac, 0.00% Impervious, Inflow Depth > 0.75" for 2-Year Event event Inflow = 6.36 cfs @ 12.32 hrs, Volume= 0.674 af Outflow = 6.36 cfs @ 12.32 hrs, Volume= 0.674 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 2-Year Event Rainfall=3.00"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=122,809 sf 0.00% Impervious Runoff Depth>1.53"Subcatchment 1S: Trib to Turkey Hill Rd Tc=21.4 min CN=70 Runoff=3.49 cfs 0.358 af Runoff Area=398,954 sf 0.00% Impervious Runoff Depth>1.74"Subcatchment 2S: Trib to on Site Wetland Tc=20.4 min CN=73 Runoff=13.31 cfs 1.327 af Runoff Area=69,010 sf 0.00% Impervious Runoff Depth>1.53"Subcatchment 3S: Trib to Wetland Flow Length=950' Tc=21.2 min CN=70 Runoff=1.97 cfs 0.201 af Runoff Area=134,158 sf 4.48% Impervious Runoff Depth>1.59"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=3.95 cfs 0.409 af Inflow=7.44 cfs 0.768 afReach 5R: DP1 Outflow=7.44 cfs 0.768 af Inflow=15.28 cfs 1.528 afReach 6R: DP2 Outflow=15.28 cfs 1.528 af Total Runoff Area = 16.642 ac Runoff Volume = 2.296 af Average Runoff Depth = 1.66" 99.17% Pervious = 16.504 ac 0.83% Impervious = 0.138 ac Type III 24-hr 10-Year Event Rainfall=4.50"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 3.49 cfs @ 12.32 hrs, Volume= 0.358 af, Depth> 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 3,354 30 Woods, Good, HSG A 76,099 70 Woods, Good, HSG C 28,241 68 Pasture/grassland/range, Poor, HSG A 10,846 86 Pasture/grassland/range, Poor, HSG C 1,263 72 Dirt roads, HSG A 3,006 87 Dirt roads, HSG C 122,809 70 Weighted Average 122,809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 Direct Entry, Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 13.31 cfs @ 12.30 hrs, Volume= 1.327 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,830 30 Woods, Good, HSG A 233,905 70 Woods, Good, HSG C 81,849 68 Pasture/grassland/range, Poor, HSG A 73,747 86 Pasture/grassland/range, Poor, HSG C 4,835 72 Dirt roads, HSG A 2,788 87 Dirt roads, HSG C 398,954 73 Weighted Average 398,954 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, Summary for Subcatchment 3S: Trib to Wetland Runoff = 1.97 cfs @ 12.31 hrs, Volume= 0.201 af, Depth> 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Type III 24-hr 10-Year Event Rainfall=4.50"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description 69,010 70 Woods, Good, HSG C 69,010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 6.9 850 0.1700 2.06 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.2 950 Total Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 3.95 cfs @ 12.32 hrs, Volume= 0.409 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 128,150 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 134,158 71 Weighted Average 128,150 95.52% Pervious Area 6,008 4.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Reach 5R: DP1 Inflow Area = 5.899 ac, 2.34% Impervious, Inflow Depth > 1.56" for 10-Year Event event Inflow = 7.44 cfs @ 12.32 hrs, Volume= 0.768 af Outflow = 7.44 cfs @ 12.32 hrs, Volume= 0.768 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 10.743 ac, 0.00% Impervious, Inflow Depth > 1.71" for 10-Year Event event Inflow = 15.28 cfs @ 12.30 hrs, Volume= 1.528 af Outflow = 15.28 cfs @ 12.30 hrs, Volume= 1.528 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 10-Year Event Rainfall=4.50"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=122,809 sf 0.00% Impervious Runoff Depth>2.88"Subcatchment 1S: Trib to Turkey Hill Rd Tc=21.4 min CN=70 Runoff=6.72 cfs 0.678 af Runoff Area=398,954 sf 0.00% Impervious Runoff Depth>3.17"Subcatchment 2S: Trib to on Site Wetland Tc=20.4 min CN=73 Runoff=24.46 cfs 2.421 af Runoff Area=69,010 sf 0.00% Impervious Runoff Depth>2.88"Subcatchment 3S: Trib to Wetland Flow Length=950' Tc=21.2 min CN=70 Runoff=3.79 cfs 0.381 af Runoff Area=134,158 sf 4.48% Impervious Runoff Depth>2.98"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=7.48 cfs 0.764 af Inflow=14.19 cfs 1.442 afReach 5R: DP1 Outflow=14.19 cfs 1.442 af Inflow=28.24 cfs 2.802 afReach 6R: DP2 Outflow=28.24 cfs 2.802 af Total Runoff Area = 16.642 ac Runoff Volume = 4.243 af Average Runoff Depth = 3.06" 99.17% Pervious = 16.504 ac 0.83% Impervious = 0.138 ac Type III 24-hr 100-Year Event Rainfall=6.40"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 6.72 cfs @ 12.30 hrs, Volume= 0.678 af, Depth> 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 3,354 30 Woods, Good, HSG A 76,099 70 Woods, Good, HSG C 28,241 68 Pasture/grassland/range, Poor, HSG A 10,846 86 Pasture/grassland/range, Poor, HSG C 1,263 72 Dirt roads, HSG A 3,006 87 Dirt roads, HSG C 122,809 70 Weighted Average 122,809 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 Direct Entry, Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 24.46 cfs @ 12.29 hrs, Volume= 2.421 af, Depth> 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 1,830 30 Woods, Good, HSG A 233,905 70 Woods, Good, HSG C 81,849 68 Pasture/grassland/range, Poor, HSG A 73,747 86 Pasture/grassland/range, Poor, HSG C 4,835 72 Dirt roads, HSG A 2,788 87 Dirt roads, HSG C 398,954 73 Weighted Average 398,954 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, Summary for Subcatchment 3S: Trib to Wetland Runoff = 3.79 cfs @ 12.30 hrs, Volume= 0.381 af, Depth> 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Type III 24-hr 100-Year Event Rainfall=6.40"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description 69,010 70 Woods, Good, HSG C 69,010 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 6.9 850 0.1700 2.06 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.2 950 Total Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 7.48 cfs @ 12.31 hrs, Volume= 0.764 af, Depth> 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 128,150 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 134,158 71 Weighted Average 128,150 95.52% Pervious Area 6,008 4.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Reach 5R: DP1 Inflow Area = 5.899 ac, 2.34% Impervious, Inflow Depth > 2.93" for 100-Year Event event Inflow = 14.19 cfs @ 12.31 hrs, Volume= 1.442 af Outflow = 14.19 cfs @ 12.31 hrs, Volume= 1.442 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 10.743 ac, 0.00% Impervious, Inflow Depth > 3.13" for 100-Year Event event Inflow = 28.24 cfs @ 12.29 hrs, Volume= 2.802 af Outflow = 28.24 cfs @ 12.29 hrs, Volume= 2.802 af, Atten= 0%, Lag= 0.0 min Type III 24-hr 100-Year Event Rainfall=6.40"Pre Dev Printed 6/1/2023Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1S Trib to Turkey Hill Rd 2S Trib to on Site Wetland 3S Area Trib. to Pond 2 4S Trib to Turkey Hill Rd 5S Public parking 5R DP1 6R DP2 3P Basin 1 4P Basin 2 5P Infiltration area Routing Diagram for Post Dev 7-6-23Prepared by T Reynolds Engineering, Printed 7/19/2023 HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (sq-ft) CN Description (subcatchment-numbers) 3,136 49 50-75% Grass cover, Fair, HSG A (1S) 13,242 79 50-75% Grass cover, Fair, HSG C (1S) 26,310 39 >75% Grass cover, Good, HSG A (3S) 43,269 74 >75% Grass cover, Good, HSG C (2S, 3S) 8,343 30 Brush, Good, HSG A (5S) 2,831 76 Gravel roads, HSG A (1S, 3S) 3,006 89 Gravel roads, HSG C (1S) 10,459 98 Paved parking, HSG A (3S, 5S) 4,950 98 Paved parking, HSG C (4S) 4,269 98 Paved roads w/curbs & sewers, HSG A (1S) 4,530 92 Paved roads w/open ditches, 50% imp, HSG C (1S) 12,284 98 Roofs, HSG A (1S, 3S) 1,058 98 Roofs, HSG C (4S) 3,217 98 Unconnected pavement, HSG A (2S) 12,266 98 Unconnected pavement, HSG C (2S, 3S) 8,856 98 Unconnected roofs, HSG C (2S) 5,115 98 Water Surface, HSG A (1S, 3S, 5S) 21,276 30 Woods, Good, HSG A (2S, 3S) 538,510 70 Woods, Good, HSG C (1S, 2S, 3S, 4S) 726,927 70 TOTAL AREA Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=104,456 sf 12.80% Impervious Runoff Depth=0.96"Subcatchment 1S: Trib to Turkey Hill Rd Flow Length=962' Tc=21.4 min CN=75 Runoff=1.66 cfs 8,363 cf Runoff Area=308,014 sf 7.19% Impervious Runoff Depth=0.67"Subcatchment 2S: Trib to on Site Wetland Flow Length=1,123' Tc=20.4 min UI Adjusted CN=69 Runoff=3.12 cfs 17,190 cf Runoff Area=174,469 sf 10.67% Impervious Runoff Depth=0.58"Subcatchment 3S: Area Trib. to Pond 2 Flow Length=783' Tc=18.0 min CN=67 Runoff=1.53 cfs 8,505 cf Runoff Area=127,064 sf 4.73% Impervious Runoff Depth=0.76"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=1.48 cfs 8,052 cf Runoff Area=12,924 sf 35.45% Impervious Runoff Depth=0.17"Subcatchment 5S: Public parking Tc=6.0 min CN=54 Runoff=0.02 cfs 184 cf Inflow=1.48 cfs 8,052 cfReach 5R: DP1 Outflow=1.48 cfs 8,052 cf Inflow=3.12 cfs 17,190 cfReach 6R: DP2 Outflow=3.12 cfs 17,190 cf Peak Elev=460.79' Storage=3,866 cf Inflow=1.66 cfs 8,363 cfPond 3P: Basin 1 Discarded=0.19 cfs 8,363 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.19 cfs 8,363 cf Peak Elev=461.71' Storage=4,123 cf Inflow=1.53 cfs 8,505 cfPond 4P: Basin 2 Discarded=0.15 cfs 8,505 cf Primary=0.00 cfs 0 cf Outflow=0.15 cfs 8,505 cf Peak Elev=463.00' Storage=3 cf Inflow=0.02 cfs 184 cfPond 5P: Infiltration area Discarded=0.02 cfs 184 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 184 cf Total Runoff Area = 726,927 sf Runoff Volume = 42,294 cf Average Runoff Depth = 0.70" 91.09% Pervious = 662,188 sf 8.91% Impervious = 64,739 sf Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 1.66 cfs @ 12.32 hrs, Volume= 8,363 cf, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 2,744 98 Water Surface, HSG A 3,136 49 50-75% Grass cover, Fair, HSG A 13,242 79 50-75% Grass cover, Fair, HSG C 68,171 70 Woods, Good, HSG C 1,263 76 Gravel roads, HSG A 3,006 89 Gravel roads, HSG C 4,095 98 Roofs, HSG A 4,269 98 Paved roads w/curbs & sewers, HSG A 4,530 92 Paved roads w/open ditches, 50% imp, HSG C 104,456 75 Weighted Average 91,083 87.20% Pervious Area 13,373 12.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.5 484 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 286 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 92 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.4 962 Total Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 3.12 cfs @ 12.33 hrs, Volume= 17,190 cf, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Adj Description 267,915 70 Woods, Good, HSG C 12,958 30 Woods, Good, HSG A 3,217 98 Unconnected pavement, HSG A 10,088 98 Unconnected pavement, HSG C 8,856 98 Unconnected roofs, HSG C 4,980 74 >75% Grass cover, Good, HSG C 308,014 70 69 Weighted Average, UI Adjusted 285,853 92.81% Pervious Area 22,161 7.19% Impervious Area 22,161 100.00% Unconnected Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.8 528 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 249 0.1900 2.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 246 0.0200 10.36 165.71 Channel Flow, Area= 16.0 sf Perim= 11.7' r= 1.37' n= 0.025 Earth, clean & winding 20.4 1,123 Total Summary for Subcatchment 3S: Area Trib. to Pond 2 Runoff = 1.53 cfs @ 12.31 hrs, Volume= 8,505 cf, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 1,394 98 Water Surface, HSG A 26,310 39 >75% Grass cover, Good, HSG A 38,289 74 >75% Grass cover, Good, HSG C 35,369 70 Woods, Good, HSG C 8,318 30 Woods, Good, HSG A 45,999 70 Woods, Good, HSG C 6,855 98 Paved parking, HSG A 8,189 98 Roofs, HSG A 1,568 76 Gravel roads, HSG A 2,178 98 Unconnected pavement, HSG C 174,469 67 Weighted Average 155,853 89.33% Pervious Area 18,616 10.67% Impervious Area 2,178 11.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 2.6 363 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 224 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 96 0.2700 7.79 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.0 783 Total Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 1.48 cfs @ 12.35 hrs, Volume= 8,052 cf, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 121,056 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 127,064 71 Weighted Average 121,056 95.27% Pervious Area 6,008 4.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Subcatchment 5S: Public parking Runoff = 0.02 cfs @ 12.40 hrs, Volume=184 cf, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfall=3.00" Area (sf) CN Description 8,343 30 Brush, Good, HSG A 3,604 98 Paved parking, HSG A 977 98 Water Surface, HSG A 12,924 54 Weighted Average 8,343 64.55% Pervious Area 4,581 35.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: DP1 Inflow Area = 231,520 sf, 8.37% Impervious, Inflow Depth = 0.42" for 2-Year Event event Inflow = 1.48 cfs @ 12.35 hrs, Volume= 8,052 cf Outflow = 1.48 cfs @ 12.35 hrs, Volume= 8,052 cf, Atten= 0%, Lag= 0.0 min Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 495,407 sf, 9.16% Impervious, Inflow Depth = 0.42" for 2-Year Event event Inflow = 3.12 cfs @ 12.33 hrs, Volume= 17,190 cf Outflow = 3.12 cfs @ 12.33 hrs, Volume= 17,190 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 3P: Basin 1 Inflow Area = 104,456 sf, 12.80% Impervious, Inflow Depth = 0.96" for 2-Year Event event Inflow = 1.66 cfs @ 12.32 hrs, Volume= 8,363 cf Outflow = 0.19 cfs @ 14.72 hrs, Volume= 8,363 cf, Atten= 89%, Lag= 143.6 min Discarded = 0.19 cfs @ 14.72 hrs, Volume= 8,363 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Secondary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 460.79' @ 14.72 hrs Surf.Area= 3,096 sf Storage= 3,866 cf Plug-Flow detention time= 247.2 min calculated for 8,357 cf (100% of inflow) Center-of-Mass det. time= 247.5 min ( 1,124.6 - 877.1 ) Volume Invert Avail.Storage Storage Description #1 456.00' 9,196 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 85 0.0 0 0 458.00 85 30.0 51 51 459.00 85 100.0 85 136 460.00 2,740 100.0 1,413 1,549 462.00 3,635 100.0 6,375 7,924 462.35 3,635 100.0 1,272 9,196 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 452.00'12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.00' / 448.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 461.00'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 462.00'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.19 cfs @ 14.72 hrs HW=460.79' (Free Discharge) 1=Exfiltration ( Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 2=Culvert (Passes 0.00 cfs of 5.59 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Basin 2 Inflow Area = 174,469 sf, 10.67% Impervious, Inflow Depth = 0.58" for 2-Year Event event Inflow = 1.53 cfs @ 12.31 hrs, Volume= 8,505 cf Outflow = 0.15 cfs @ 16.08 hrs, Volume= 8,505 cf, Atten= 90%, Lag= 226.6 min Discarded = 0.15 cfs @ 16.08 hrs, Volume= 8,505 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 461.71' @ 16.08 hrs Surf.Area= 2,392 sf Storage= 4,123 cf Plug-Flow detention time= 361.0 min calculated for 8,499 cf (100% of inflow) Center-of-Mass det. time= 361.3 min ( 1,265.4 - 904.1 ) Volume Invert Avail.Storage Storage Description #1 456.00' 21,361 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 125 0.0 0 0 458.00 125 40.0 100 100 459.00 125 40.0 50 150 460.00 1,375 100.0 750 900 462.00 2,564 100.0 3,939 4,839 463.00 5,179 100.0 3,872 8,711 464.00 20,122 100.0 12,651 21,361 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 463.30'8.0" Round Culvert X 2.00 L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 463.30' / 463.00' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.15 cfs @ 16.08 hrs HW=461.71' (Free Discharge) 1=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 2-Year Event Rainfall=3.00"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Pond 5P: Infiltration area Inflow Area = 12,924 sf, 35.45% Impervious, Inflow Depth = 0.17" for 2-Year Event event Inflow = 0.02 cfs @ 12.40 hrs, Volume=184 cf Outflow = 0.02 cfs @ 12.45 hrs, Volume=184 cf, Atten= 3%, Lag= 3.0 min Discarded = 0.02 cfs @ 12.45 hrs, Volume=184 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 463.00' @ 12.45 hrs Surf.Area= 1,152 sf Storage= 3 cf Plug-Flow detention time= 2.9 min calculated for 184 cf (100% of inflow) Center-of-Mass det. time= 2.9 min ( 983.3 - 980.4 ) Volume Invert Avail.Storage Storage Description #1 463.00' 3,854 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 463.00 1,139 0 0 464.00 6,569 3,854 3,854 Device Routing Invert Outlet Devices #1 Discarded 463.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 461.00' #2 Primary 463.25'30.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.06 cfs @ 12.45 hrs HW=463.00' (Free Discharge) 1=Exfiltration ( Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=463.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=104,456 sf 12.80% Impervious Runoff Depth=2.05"Subcatchment 1S: Trib to Turkey Hill Rd Flow Length=962' Tc=21.4 min CN=75 Runoff=3.73 cfs 17,848 cf Runoff Area=308,014 sf 7.19% Impervious Runoff Depth=1.60"Subcatchment 2S: Trib to on Site Wetland Flow Length=1,123' Tc=20.4 min UI Adjusted CN=69 Runoff=8.49 cfs 41,131 cf Runoff Area=174,469 sf 10.67% Impervious Runoff Depth=1.46"Subcatchment 3S: Area Trib. to Pond 2 Flow Length=783' Tc=18.0 min CN=67 Runoff=4.54 cfs 21,282 cf Runoff Area=127,064 sf 4.73% Impervious Runoff Depth=1.75"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=3.74 cfs 18,492 cf Runoff Area=12,924 sf 35.45% Impervious Runoff Depth=0.69"Subcatchment 5S: Public parking Tc=6.0 min CN=54 Runoff=0.16 cfs 744 cf Inflow=5.28 cfs 24,986 cfReach 5R: DP1 Outflow=5.28 cfs 24,986 cf Inflow=8.49 cfs 41,131 cfReach 6R: DP2 Outflow=8.49 cfs 41,131 cf Peak Elev=461.29' Storage=5,446 cf Inflow=3.73 cfs 17,848 cfPond 3P: Basin 1 Discarded=0.21 cfs 11,354 cf Primary=2.38 cfs 6,494 cf Secondary=0.00 cfs 0 cf Outflow=2.59 cfs 17,848 cf Peak Elev=463.23' Storage=10,321 cf Inflow=4.54 cfs 21,282 cfPond 4P: Basin 2 Discarded=0.52 cfs 21,282 cf Primary=0.00 cfs 0 cf Outflow=0.52 cfs 21,282 cf Peak Elev=463.06' Storage=73 cf Inflow=0.16 cfs 744 cfPond 5P: Infiltration area Discarded=0.08 cfs 744 cf Primary=0.00 cfs 0 cf Outflow=0.08 cfs 744 cf Total Runoff Area = 726,927 sf Runoff Volume = 99,497 cf Average Runoff Depth = 1.64" 91.09% Pervious = 662,188 sf 8.91% Impervious = 64,739 sf Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 3.73 cfs @ 12.31 hrs, Volume= 17,848 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 2,744 98 Water Surface, HSG A 3,136 49 50-75% Grass cover, Fair, HSG A 13,242 79 50-75% Grass cover, Fair, HSG C 68,171 70 Woods, Good, HSG C 1,263 76 Gravel roads, HSG A 3,006 89 Gravel roads, HSG C 4,095 98 Roofs, HSG A 4,269 98 Paved roads w/curbs & sewers, HSG A 4,530 92 Paved roads w/open ditches, 50% imp, HSG C 104,456 75 Weighted Average 91,083 87.20% Pervious Area 13,373 12.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.5 484 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 286 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 92 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.4 962 Total Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 8.49 cfs @ 12.30 hrs, Volume= 41,131 cf, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Adj Description 267,915 70 Woods, Good, HSG C 12,958 30 Woods, Good, HSG A 3,217 98 Unconnected pavement, HSG A 10,088 98 Unconnected pavement, HSG C 8,856 98 Unconnected roofs, HSG C 4,980 74 >75% Grass cover, Good, HSG C 308,014 70 69 Weighted Average, UI Adjusted 285,853 92.81% Pervious Area 22,161 7.19% Impervious Area 22,161 100.00% Unconnected Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.8 528 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 249 0.1900 2.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 246 0.0200 10.36 165.71 Channel Flow, Area= 16.0 sf Perim= 11.7' r= 1.37' n= 0.025 Earth, clean & winding 20.4 1,123 Total Summary for Subcatchment 3S: Area Trib. to Pond 2 Runoff = 4.54 cfs @ 12.27 hrs, Volume= 21,282 cf, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 1,394 98 Water Surface, HSG A 26,310 39 >75% Grass cover, Good, HSG A 38,289 74 >75% Grass cover, Good, HSG C 35,369 70 Woods, Good, HSG C 8,318 30 Woods, Good, HSG A 45,999 70 Woods, Good, HSG C 6,855 98 Paved parking, HSG A 8,189 98 Roofs, HSG A 1,568 76 Gravel roads, HSG A 2,178 98 Unconnected pavement, HSG C 174,469 67 Weighted Average 155,853 89.33% Pervious Area 18,616 10.67% Impervious Area 2,178 11.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 2.6 363 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 224 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 96 0.2700 7.79 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.0 783 Total Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 3.74 cfs @ 12.32 hrs, Volume= 18,492 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 121,056 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 127,064 71 Weighted Average 121,056 95.27% Pervious Area 6,008 4.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Subcatchment 5S: Public parking Runoff = 0.16 cfs @ 12.12 hrs, Volume=744 cf, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event Rainfall=4.50" Area (sf) CN Description 8,343 30 Brush, Good, HSG A 3,604 98 Paved parking, HSG A 977 98 Water Surface, HSG A 12,924 54 Weighted Average 8,343 64.55% Pervious Area 4,581 35.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: DP1 Inflow Area = 231,520 sf, 8.37% Impervious, Inflow Depth = 1.30" for 10-Year Event event Inflow = 5.28 cfs @ 12.50 hrs, Volume= 24,986 cf Outflow = 5.28 cfs @ 12.50 hrs, Volume= 24,986 cf, Atten= 0%, Lag= 0.0 min Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 495,407 sf, 9.16% Impervious, Inflow Depth = 1.00" for 10-Year Event event Inflow = 8.49 cfs @ 12.30 hrs, Volume= 41,131 cf Outflow = 8.49 cfs @ 12.30 hrs, Volume= 41,131 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 3P: Basin 1 Inflow Area = 104,456 sf, 12.80% Impervious, Inflow Depth = 2.05" for 10-Year Event event Inflow = 3.73 cfs @ 12.31 hrs, Volume= 17,848 cf Outflow = 2.59 cfs @ 12.55 hrs, Volume= 17,848 cf, Atten= 31%, Lag= 14.7 min Discarded = 0.21 cfs @ 12.55 hrs, Volume= 11,354 cf Primary = 2.38 cfs @ 12.55 hrs, Volume= 6,494 cf Secondary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 461.29' @ 12.55 hrs Surf.Area= 3,316 sf Storage= 5,446 cf Plug-Flow detention time= 193.4 min calculated for 17,848 cf (100% of inflow) Center-of-Mass det. time= 193.4 min ( 1,047.7 - 854.3 ) Volume Invert Avail.Storage Storage Description #1 456.00' 9,196 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 85 0.0 0 0 458.00 85 30.0 51 51 459.00 85 100.0 85 136 460.00 2,740 100.0 1,413 1,549 462.00 3,635 100.0 6,375 7,924 462.35 3,635 100.0 1,272 9,196 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 452.00'12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.00' / 448.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 461.00'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 462.00'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.21 cfs @ 12.55 hrs HW=461.29' (Free Discharge) 1=Exfiltration ( Controls 0.21 cfs) Primary OutFlow Max=2.37 cfs @ 12.55 hrs HW=461.29' (Free Discharge) 2=Culvert (Passes 2.37 cfs of 8.85 cfs potential flow) 3=Orifice/Grate (Weir Controls 2.37 cfs @ 1.75 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Basin 2 Inflow Area = 174,469 sf, 10.67% Impervious, Inflow Depth = 1.46" for 10-Year Event event Inflow = 4.54 cfs @ 12.27 hrs, Volume= 21,282 cf Outflow = 0.52 cfs @ 14.28 hrs, Volume= 21,282 cf, Atten= 89%, Lag= 120.9 min Discarded = 0.52 cfs @ 14.28 hrs, Volume= 21,282 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 463.23' @ 14.28 hrs Surf.Area= 8,658 sf Storage= 10,321 cf Plug-Flow detention time= 380.7 min calculated for 21,266 cf (100% of inflow) Center-of-Mass det. time= 381.3 min ( 1,254.3 - 873.0 ) Volume Invert Avail.Storage Storage Description #1 456.00' 21,361 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 125 0.0 0 0 458.00 125 40.0 100 100 459.00 125 40.0 50 150 460.00 1,375 100.0 750 900 462.00 2,564 100.0 3,939 4,839 463.00 5,179 100.0 3,872 8,711 464.00 20,122 100.0 12,651 21,361 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 463.30'8.0" Round Culvert X 2.00 L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 463.30' / 463.00' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=0.52 cfs @ 14.28 hrs HW=463.23' (Free Discharge) 1=Exfiltration ( Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 10-Year Event Rainfall=4.50"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Pond 5P: Infiltration area Inflow Area = 12,924 sf, 35.45% Impervious, Inflow Depth = 0.69" for 10-Year Event event Inflow = 0.16 cfs @ 12.12 hrs, Volume=744 cf Outflow = 0.08 cfs @ 12.45 hrs, Volume=744 cf, Atten= 49%, Lag= 19.7 min Discarded = 0.08 cfs @ 12.45 hrs, Volume=744 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 463.06' @ 12.45 hrs Surf.Area= 1,446 sf Storage= 73 cf Plug-Flow detention time= 5.6 min calculated for 744 cf (100% of inflow) Center-of-Mass det. time= 5.6 min ( 913.7 - 908.1 ) Volume Invert Avail.Storage Storage Description #1 463.00' 3,854 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 463.00 1,139 0 0 464.00 6,569 3,854 3,854 Device Routing Invert Outlet Devices #1 Discarded 463.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 461.00' #2 Primary 463.25'30.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.08 cfs @ 12.45 hrs HW=463.06' (Free Discharge) 1=Exfiltration ( Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=463.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.05 hrs, 1341 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=104,456 sf 12.80% Impervious Runoff Depth=3.63"Subcatchment 1S: Trib to Turkey Hill Rd Flow Length=962' Tc=21.4 min CN=75 Runoff=6.66 cfs 31,559 cf Runoff Area=308,014 sf 7.19% Impervious Runoff Depth=3.03"Subcatchment 2S: Trib to on Site Wetland Flow Length=1,123' Tc=20.4 min UI Adjusted CN=69 Runoff=16.60 cfs 77,731 cf Runoff Area=174,469 sf 10.67% Impervious Runoff Depth=2.84"Subcatchment 3S: Area Trib. to Pond 2 Flow Length=783' Tc=18.0 min CN=67 Runoff=9.22 cfs 41,228 cf Runoff Area=127,064 sf 4.73% Impervious Runoff Depth=3.22"Subcatchment 4S: Trib to Turkey Hill Rd Flow Length=860' Tc=22.2 min CN=71 Runoff=7.08 cfs 34,141 cf Runoff Area=12,924 sf 35.45% Impervious Runoff Depth=1.67"Subcatchment 5S: Public parking Tc=6.0 min CN=54 Runoff=0.51 cfs 1,797 cf Inflow=12.96 cfs 52,235 cfReach 5R: DP1 Outflow=12.96 cfs 52,235 cf Inflow=16.60 cfs 85,538 cfReach 6R: DP2 Outflow=16.60 cfs 85,538 cf Peak Elev=461.54' Storage=6,299 cf Inflow=6.66 cfs 31,559 cfPond 3P: Basin 1 Discarded=0.22 cfs 13,465 cf Primary=6.02 cfs 18,094 cf Secondary=0.00 cfs 0 cf Outflow=6.24 cfs 31,559 cf Peak Elev=463.81' Storage=17,776 cf Inflow=9.22 cfs 41,228 cfPond 4P: Basin 2 Discarded=1.02 cfs 33,420 cf Primary=1.03 cfs 7,807 cf Outflow=2.05 cfs 41,228 cf Peak Elev=463.23' Storage=405 cf Inflow=0.51 cfs 1,797 cfPond 5P: Infiltration area Discarded=0.14 cfs 1,797 cf Primary=0.00 cfs 0 cf Outflow=0.14 cfs 1,797 cf Total Runoff Area = 726,927 sf Runoff Volume = 186,456 cf Average Runoff Depth = 3.08" 91.09% Pervious = 662,188 sf 8.91% Impervious = 64,739 sf Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Trib to Turkey Hill Rd Runoff = 6.66 cfs @ 12.30 hrs, Volume= 31,559 cf, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 2,744 98 Water Surface, HSG A 3,136 49 50-75% Grass cover, Fair, HSG A 13,242 79 50-75% Grass cover, Fair, HSG C 68,171 70 Woods, Good, HSG C 1,263 76 Gravel roads, HSG A 3,006 89 Gravel roads, HSG C 4,095 98 Roofs, HSG A 4,269 98 Paved roads w/curbs & sewers, HSG A 4,530 92 Paved roads w/open ditches, 50% imp, HSG C 104,456 75 Weighted Average 91,083 87.20% Pervious Area 13,373 12.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.5 484 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 286 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 92 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 21.4 962 Total Summary for Subcatchment 2S: Trib to on Site Wetland Runoff = 16.60 cfs @ 12.29 hrs, Volume= 77,731 cf, Depth= 3.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Adj Description 267,915 70 Woods, Good, HSG C 12,958 30 Woods, Good, HSG A 3,217 98 Unconnected pavement, HSG A 10,088 98 Unconnected pavement, HSG C 8,856 98 Unconnected roofs, HSG C 4,980 74 >75% Grass cover, Good, HSG C 308,014 70 69 Weighted Average, UI Adjusted 285,853 92.81% Pervious Area 22,161 7.19% Impervious Area 22,161 100.00% Unconnected Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 3.8 528 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 249 0.1900 2.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 246 0.0200 10.36 165.71 Channel Flow, Area= 16.0 sf Perim= 11.7' r= 1.37' n= 0.025 Earth, clean & winding 20.4 1,123 Total Summary for Subcatchment 3S: Area Trib. to Pond 2 Runoff = 9.22 cfs @ 12.26 hrs, Volume= 41,228 cf, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 1,394 98 Water Surface, HSG A 26,310 39 >75% Grass cover, Good, HSG A 38,289 74 >75% Grass cover, Good, HSG C 35,369 70 Woods, Good, HSG C 8,318 30 Woods, Good, HSG A 45,999 70 Woods, Good, HSG C 6,855 98 Paved parking, HSG A 8,189 98 Roofs, HSG A 1,568 76 Gravel roads, HSG A 2,178 98 Unconnected pavement, HSG C 174,469 67 Weighted Average 155,853 89.33% Pervious Area 18,616 10.67% Impervious Area 2,178 11.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 2.6 363 0.2100 2.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 224 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 96 0.2700 7.79 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.0 783 Total Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Trib to Turkey Hill Rd Runoff = 7.08 cfs @ 12.31 hrs, Volume= 34,141 cf, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 121,056 70 Woods, Good, HSG C 1,058 98 Roofs, HSG C 4,950 98 Paved parking, HSG C 127,064 71 Weighted Average 121,056 95.27% Pervious Area 6,008 4.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 100 0.0400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 5.4 760 0.2200 2.35 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.2 860 Total Summary for Subcatchment 5S: Public parking Runoff = 0.51 cfs @ 12.10 hrs, Volume= 1,797 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Event Rainfall=6.40" Area (sf) CN Description 8,343 30 Brush, Good, HSG A 3,604 98 Paved parking, HSG A 977 98 Water Surface, HSG A 12,924 54 Weighted Average 8,343 64.55% Pervious Area 4,581 35.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 5R: DP1 Inflow Area = 231,520 sf, 8.37% Impervious, Inflow Depth = 2.71" for 100-Year Event event Inflow = 12.96 cfs @ 12.35 hrs, Volume= 52,235 cf Outflow = 12.96 cfs @ 12.35 hrs, Volume= 52,235 cf, Atten= 0%, Lag= 0.0 min Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 6R: DP2 Inflow Area = 495,407 sf, 9.16% Impervious, Inflow Depth = 2.07" for 100-Year Event event Inflow = 16.60 cfs @ 12.29 hrs, Volume= 85,538 cf Outflow = 16.60 cfs @ 12.29 hrs, Volume= 85,538 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 3P: Basin 1 Inflow Area = 104,456 sf, 12.80% Impervious, Inflow Depth = 3.63" for 100-Year Event event Inflow = 6.66 cfs @ 12.30 hrs, Volume= 31,559 cf Outflow = 6.24 cfs @ 12.38 hrs, Volume= 31,559 cf, Atten= 6%, Lag= 4.7 min Discarded = 0.22 cfs @ 12.38 hrs, Volume= 13,465 cf Primary = 6.02 cfs @ 12.38 hrs, Volume= 18,094 cf Secondary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 461.54' @ 12.38 hrs Surf.Area= 3,429 sf Storage= 6,299 cf Plug-Flow detention time= 135.7 min calculated for 31,535 cf (100% of inflow) Center-of-Mass det. time= 136.2 min ( 974.1 - 837.8 ) Volume Invert Avail.Storage Storage Description #1 456.00' 9,196 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 85 0.0 0 0 458.00 85 30.0 51 51 459.00 85 100.0 85 136 460.00 2,740 100.0 1,413 1,549 462.00 3,635 100.0 6,375 7,924 462.35 3,635 100.0 1,272 9,196 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 452.00'12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 452.00' / 448.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 461.00'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 462.00'10.0' long x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.22 cfs @ 12.38 hrs HW=461.54' (Free Discharge) 1=Exfiltration ( Controls 0.22 cfs) Primary OutFlow Max=6.07 cfs @ 12.38 hrs HW=461.54' (Free Discharge) 2=Culvert (Passes 6.07 cfs of 8.98 cfs potential flow) 3=Orifice/Grate (Weir Controls 6.07 cfs @ 2.40 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=456.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Basin 2 Inflow Area = 174,469 sf, 10.67% Impervious, Inflow Depth = 2.84" for 100-Year Event event Inflow = 9.22 cfs @ 12.26 hrs, Volume= 41,228 cf Outflow = 2.05 cfs @ 12.92 hrs, Volume= 41,228 cf, Atten= 78%, Lag= 39.4 min Discarded = 1.02 cfs @ 12.92 hrs, Volume= 33,420 cf Primary = 1.03 cfs @ 12.92 hrs, Volume= 7,807 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 463.81' @ 12.92 hrs Surf.Area= 17,255 sf Storage= 17,776 cf Plug-Flow detention time= 273.6 min calculated for 41,228 cf (100% of inflow) Center-of-Mass det. time= 273.6 min ( 1,126.7 - 853.1 ) Volume Invert Avail.Storage Storage Description #1 456.00' 21,361 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 456.00 125 0.0 0 0 458.00 125 40.0 100 100 459.00 125 40.0 50 150 460.00 1,375 100.0 750 900 462.00 2,564 100.0 3,939 4,839 463.00 5,179 100.0 3,872 8,711 464.00 20,122 100.0 12,651 21,361 Device Routing Invert Outlet Devices #1 Discarded 456.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 445.00' #2 Primary 463.30'8.0" Round Culvert X 2.00 L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 463.30' / 463.00' S= 0.0058 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Discarded OutFlow Max=1.02 cfs @ 12.92 hrs HW=463.81' (Free Discharge) 1=Exfiltration ( Controls 1.02 cfs) Primary OutFlow Max=1.03 cfs @ 12.92 hrs HW=463.81' (Free Discharge) 2=Culvert (Barrel Controls 1.03 cfs @ 2.49 fps) Type III 24-hr 100-Year Event Rainfall=6.40"Post Dev 7-6-23 Printed 7/19/2023Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00-25 s/n 04155 © 2019 HydroCAD Software Solutions LLC Summary for Pond 5P: Infiltration area Inflow Area = 12,924 sf, 35.45% Impervious, Inflow Depth = 1.67" for 100-Year Event event Inflow = 0.51 cfs @ 12.10 hrs, Volume= 1,797 cf Outflow = 0.14 cfs @ 12.53 hrs, Volume= 1,797 cf, Atten= 72%, Lag= 25.4 min Discarded = 0.14 cfs @ 12.53 hrs, Volume= 1,797 cf Primary = 0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 463.23' @ 12.53 hrs Surf.Area= 2,386 sf Storage= 405 cf Plug-Flow detention time= 21.3 min calculated for 1,796 cf (100% of inflow) Center-of-Mass det. time= 21.3 min ( 896.6 - 875.3 ) Volume Invert Avail.Storage Storage Description #1 463.00' 3,854 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 463.00 1,139 0 0 464.00 6,569 3,854 3,854 Device Routing Invert Outlet Devices #1 Discarded 463.00'2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 461.00' #2 Primary 463.25'30.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.14 cfs @ 12.53 hrs HW=463.23' (Free Discharge) 1=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=463.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix D: TSS Removal Worksheet and Storage Volume Calculation Terrence R. Reynolds, P.E.TSS Removal Calculation WorksheetName: 332 Turkey Hill RoadProj. No.: 21-1102Date: 4/12/23Location: Northampton, MAComputed by: TRTreatment Train TSS Removal ABCDEBMPTSS Removal Starting TSSAmountRemainingRateLoad*Removed (BxC) Load (C-D) Total TSS Removal= Notes:*Starting TSS Load for first BMP= 1.00. TSS load for subsequent BMP's is equal to the Remaining Load (E) from the previous BMP.80%1.000.80.20Infiltration Basin80 Terrence R. Reynolds, P.E.Name: 332 Turkey Hill RoadProj. No.: 121-1102Date: 4/12/23Location: Northampton, MAComputed by: TR "A" Soils"B" SoilsImpervious Area 28837 sfImpervious Area 0 sfRv = F x impervious area F 0.6 inchesF 0.35 inchesA =Rv ÷ (D+KT) D=basin depth 0.75 ft "C" SoilsV=AxDK=Infiltration Rate 2.41 inches/hr Impervious Area 28964 sfRv is the Required Recharge Volumet=time (2 hours for Rawls rates) 2 hrs (11-13)F 0.25 inchesF=Target Depth Factor. See Table 2.3.2.A is the minimum required surface area of the bottom of the infiltration structure Rv= F x Impervious areaV is the Storage Volume determined in accordance with the “Simple Dynamic” MethodRv= 2045 cfD is a depth of the infiltration facility[1] A= Rv/(d+Kt)K is the saturated hydraulic conductivity.A= 1776 sfT is the allowable drawdown during the peak of the storm (use 2 hours) V= A X DAp is the provided surface area of the bottom of the infiltration structureV= 1332 cfVp is the provided storage for basinAp= 15838 sfVp= 13447 cf OK[1] If the infiltration facility is a practice that uses stone or another media such as a dry well, only the void spaces must be considered. In those circumstances, use nd instead of d, where n is the percent porosity of the stone or other media.Storage Volume Sizing Calculation Worksheet (Simple Dynamic Method) T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix E: BMPs Checklist Bmps Checklist.doc 320 Turkey Hill Road, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Long Term Practices Best Management Practice Inspection Frequency Date Inspected Inspector Minimum Maintenance and Key Items to Check Cleaning/Repair Needed yes no (List Items)Date of Cleaning/RepairPerformed by Sediment Forebay At a minimum,inspect sedimentforebays monthlyand clean them outat least four timesper year.Stabilize the floor and sidewalls of the sedimentforebay before making it operational, otherwise thepractice will discharge excess amounts ofsuspended sediments.When mowing grasses, keep the grass height nogreater than 6 inches. Set mower blades no lowerthan 3 to 4 inches.Check for signs of rilling and gullying and repair asneeded.After removing the sediment, replace anyvegetation damaged during the clean-out by eitherreseeding or re- sodding. When reseeding,incorporate practices such as hydroseeding with atackifier, blanket, or similar practice to ensure thatno scour occurs in the forebay, while the seedsgerminate and developroots.Infiltration Inspect the surfacestormwater systemsafter every major stormfor the first few monthsto ensure properstabilization andfunction. Thereafter,inspect them at leastonce per year.Water levels in the observation well should berecorded over several days to check the surfacestormwater system drainage. Necessary sedimentremoval and or removal of debri in sedimentforebay will be performed immediately uponidentification.Parking Lot Sweeping Paved areas will be swept, at a minimum, twotimes per year in the months of May and October.Stormwater Control Manager Bmps Checklist.doc Lot 2, Turkey Hill Road, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Long Term Practices Best Management Practice Inspection Frequency Date Inspected Inspector Minimum Maintenance and Key Items to Check Cleaning/Repair Needed yes no (List Items)Date of Cleaning/RepairPerformed by Water quality swale  Inspect swales the first few months after construction and twice a year thereafter to make sure vegetation is adequate and slopes are not eroding.  Check for rilling and gullying. Repair eroded areas and revegetate.  Mow dry swales as needed to maintain 3" to 6" of vegetation.  At least once a year, inspect and remove sediment and debris. Re-seed as necessary Infiltration Area  Inspect the infiltration area at least twice per year. Important items to check during the inspection include:  Signs of differential settlement,  Erosion,  Tree growth on the embankments  Sediment accumulation and  The health of the turf. Remove trash and debris at the same time. Use deep tilling to break up clogged surfaces, andrevegetate immediately Stormwater Control Manager Bmps Checklist.doc 332 Turkey Hill Road, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Long Term Practices Best Management Practice Inspection Frequency Date Inspected Inspector Minimum Maintenance and Key Items to Check Cleaning/Repair Needed yes no (List Items)Date of Cleaning/RepairPerformed by Level Spreader  The level spreader should be checked periodically and after every major storm.  The spreader should be inspected after every runoff event to ensure that it is functioning correctly.  Any detrimental sediment accumulation should be removed.  If rilling has taken place on the lip, the damage should be repaired and re-vegetated Vegetation should be mowed occasionally to control weeds and encroachment of woody vegetation. Clippings should be removed and disposed of outside the spreader and away from the outlet area.  Fertilization should be done as necessary to keep the vegetation healthy and dense. Rain Garden  Inspect soil and repair eroded areas monthly.  Remove litter and debris monthly. Treat diseased vegetation as needed. Remove and replace dead vegetation twice per year (spring and fall).  Remove invasive species as needed to prevent these species from spreading into the bioretention area. Replace mulch every two years, in the early spring.  Re-mulch void areas as needed. Upon failure, excavate bioretention area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. Stormwater Control Manager T Reynolds Engineering 332 Turkey Hill Road Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 7/19/2023 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix F: Massachusetts Stormwater Report Checklist Massachusetts Stormwater Report Checklist Stormwater Report 1 Stormwater Report A Stormwater Report must be submitted with the permit application to document compliance with the Stormwater Management Standards. The Stormwater Report must be organized into sections that correspond to the categories listed in the Checklist (e.g., Project Type, LID Practices, Standard 1 etc.). As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include:  Applicant/Project Name  Project Address  Name of Firm and Registered Professional Engineer that prepared the Report  Long-Term Pollution Prevention Plan required by Standards 4-6  Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 81  Operation and Maintenance Plan required by Standard 9  The Stormwater Checklist completed and stamped by a Registered Professional Engineer (attached) that certifies that the Stormwater Report contains all required submittals.2 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has 1 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 2 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. Massachusetts Stormwater Report Checklist Stormwater Report 2 not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary to comprise a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long-term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature 7/19/23 Signature, Date Massachusetts Stormwater Report Checklist Stormwater Report 3 Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New Development Redevelopment Mix of New Development and Redevelopment LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24- hour storm Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off- site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24-hour storm. Massachusetts Stormwater Report Checklist Stormwater Report 4 Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Circle the method used. Static Simple Dynamic Dynamic Field3 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10-year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following:  Good housekeeping practices;  Provisions for storing materials and waste products inside or under cover;  Vehicle washing controls;  Requirements for routine inspections and maintenance of stormwater BMPs;  Spill prevention and response plans;  Provisions for maintenance of lawns, gardens, and other landscaped areas;  Requirements for storage and use of fertilizers, herbicides, and pesticides;  Pet waste management provisions;  Provisions for operation and management of septic systems;  Provisions for solid waste management;  Snow disposal and plowing plans relative to Wetland Resource Areas; 3 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Massachusetts Stormwater Report Checklist Stormwater Report 5  Winter Road Salt and/or Sand Use and Storage restrictions;  Street sweeping schedules;  Provisions for prevention of illicit discharges to the stormwater management system;  Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL;  Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;  List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated Massachusetts Stormwater Report Checklist Stormwater Report 6 All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Massachusetts Stormwater Report Checklist Stormwater Report 7 Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: o Narrative; o Construction Period Operation and Maintenance Plan; o Names of Persons or Entity Responsible for Plan Compliance; o Construction Period Pollution Prevention Measures; o Erosion and Sedimentation Control Plan Drawings; o Detail drawings and specifications for erosion control BMPs, including sizing calculations; o Vegetation Planning; o Site Development Plan; o Construction Sequencing Plan; o Sequencing of Erosion and Sedimentation Controls; o Operation and Maintenance of Erosion and Sedimentation Controls; o Inspection Schedule; o Maintenance Schedule; o Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. Massachusetts Stormwater Report Checklist Stormwater Report 8 The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs.