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18-0301 Drainage Analysis 11-13-18T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN, AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 | PHONE: 413-387-8078 | FAX: 413-727-3477 terry@treynoldsengineering.com | www.treynoldsengineering.com 11/13/2018 1 of 21 STORMWATER DRAINAGE REPORT AND MANAGEMENT PLAN for VCA Parking and Building Expansion 208 Earle Street Northampton, MA Prepared for VCA Inc. 208 Earle Street Northampton, Massachusetts Prepared by T Reynolds Engineering 152 Maplewood Terrace Florence, MA 01062 (413) 387-8078 Fax (413) 727-3477 e-mail: terry@treynoldsengineering.com November, 2018 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 2 of 21 TABLE OF CONTENTS Project Summary and Site Description ........................................................................................ 3  Soil Conditions ........................................................................................................................... 3  Model Results ............................................................................................................................. 4  Stormwater Management Performance Standards........................................................................ 5  Construction Period Pollution Prevention and Erosion and Sediment Control Measures .............. 7  Short-Term Erosion Control Maintenance ................................................................................... 9  Post Construction Operation and Maintenance Plan .................................................................. 10  Long Term Pollution Prevention Plan ....................................................................................... 11  APPENDICES Appendix A: Pre- & Post-Construction Drainage Area Plans Appendix B: Soils Report Appendix C: Hydrologic Analyses Appendix D: TSS Removal Calculation Worksheet Appendix E: BMPs Checklist Appendix F: MA Stormwater Report Checklist Appendix G: Pollution Prevention Contacts 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 3 of 21 Project Summary and Site Description VCA is proposing to build an addition to the existing building plus a 20 space parking lot and associated driveway. In addition, an associated stormwater management system and associated utilities are proposed. Currently the site consists of an existing 21,263 sf building with associated parking on the northern portion of the property with grass and woody vegetated areas on the remainder of the site. The site was previously designed and approved to have a 12,000 sf addition built that would have roof runoff routed to the existing drainage system to the north. The currently proposed addition will be approximately 14,560 sf. In addition to the proposed addition to the building, the entire hillside area behind the existing building was intended to be routed to the existing stormwater management system to the north. A portion of that area was not, so as part of this current design, the remaining area not routed to the existing stormwater management system will picked up and routed to it. The intent of this report is to show that the project will meet the general performance standards for City approval. The project has been designed so that existing stormwater drainage patterns and volumes will generally not be changed with the exception of the above stated area. Stormwater runoff from the proposed building addition will be routed into the existing stormwater system as previously approved. The new parking area will be collected in a sub-surface drainage system and detained in a non-infiltrating rain garden. Stormwater runoff from the remaining grassed areas will untimately flow overland to the grassed swale located along Earle Street. Stormwater flows from the paved areas leading to the building and new parking area will be picked up in a trench drain located at the tow of the driveway. All flows coming off paved surfaces will be treated using proprietary water quality units. Soil Conditions Review of the Natural Resource Conservation Service (NRCS), Soil Survey Manual of Hampshire County, Massachusetts, Central Part indicates soils located within the area of concern are considered to be 220C—Boxford silt loam and 225B—Belgrade silt loam and are classified as hydrologic groups D and C respectively. See the attached soils report for additional soils information 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 approximately 0.66 acres of the site area contributing stormwater runoff flows to two design points. 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 2.9-inches, 4.4-inches and 6.4-inches respectively. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 4 of 21 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 areas of concern. It shall also be understood that the NRCS Method of drainage analyses was originally formulated to assist with the development of farmland and crop production. 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. Model Results The following tables summarize the results of the drainage analysis using HydroCad. Four design points were used to evaluate the potential stormwater impacts from the proposed development of the site. The design point for the Earle Street Basin is taken from the approved Tighe and Bond model dated 1/19/2012 a DMH55 for the south campus. Flows to this point are evaluated in terms of the approved flows reflected in the Tighe and Bond model compared to the current proposed flows. The other three design points reflect actual current and proposed conditions. Earle Street Basin 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Approved Conditions (DMH55) 6.26 11.42 18.46 Proposed Condition (DMH55) 5.27 8.37 12.41 Earle Street 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Conditions 0.50 1.00 1.71 Proposed Condition 0.51 1.05 1.81 Lot 4 to Grove Street 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Conditions 0.83 1.88 3.44 Proposed Condition 0.50 1.15 3.18 Overall to Grove Street 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Conditions 2.94 6.33 11.25 Proposed Condition 2.06 4.25 8.71 Conclusions As can be seen from the above results, overall flows leaving the site are either maintained or reduced during all storm events. Proposed flows being routed to the existing basin off Earle Street are well below those modeled by Tighe and Bond. Flows to Earle Street do show a slight increase, but a very small and should be considered insignificant. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 5 of 21 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. (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 water quality unit and subsequent rain garden system to treat water quality and control runoff volume only. Groundwater recharge BMPs are not feasible on this site due to poor soil conditions and high groundwater. See Soil Suitability Assessments, Appendix B. 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.  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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 6 of 21 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 not a redevelopment project. 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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 7 of 21 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. 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 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 8 of 21 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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 9 of 21 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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 10 of 21 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 Stormwater management system will be owned and operated by VCA Inc.  Operation and maintenance of stormwater management system will be the responsibility of the Owners.  VortSentry HS36, Water Quality Unit maintenance; In accordance with the manufacturers recommended maintenance, at a minimum, inspections should be performed twice per year (i.e. spring and fall). The VortSentry HS36 should be cleaned when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than 3.6 feet, the VortSentry HS36 should be maintained to ensure effective treatment.  Rain Garden Inspect pretreatment devices and rain garden cells regularly for sediment build-up, structural damage, and standing water. 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 rain garden area. Replace mulch every two years, in the early spring. Upon failure, excavate rain garden area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. Rain gardens should be inspected by the engineer every five years to asses ongoing functionality. Upon failure, excavate rain garden area, scarify bottom and sides, replace filter fabric and soil, replant, and re-seed as directed by engineer.  Flared End Sections Inspect flare end sections after every significant rainfall event. Repair damage as needed. Remove sediment 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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 11 of 21 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. 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, 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 12 of 21 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. 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. 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 13 of 21 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 There are no septic systems on-site. City sewer is be utilized for the building. Provisions for Solid Waste Management No new dumpsterare proposed for this area of the site. Snow Disposal and Plowing Plans Relative to Wetland Resource Areas A snow removal area is proposed along the south 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. 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 209 Earle Street, Northampton 11/13/2018 T REYNOLDS ENGINEERING | CIVIL ENGINEERS | PLANNING, DESIGN AND PERMITTING SERVICES 152 Maplewood Terrace, Florence, MA 01062 |PHONE:413-387-8078,FAX:413-727-3477 terry@treynoldsengineering.com |www.treynoldsengineering.com 14 of 21 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 G. T Reynolds Engineering NAP Civil Engineers- Planning, Design and Permitting Services Stormwater Drainage Report 11/13/2018 11/13/2018 15 of 21 Appendix A: Pre-Construction and Post-Construction Drainage Area Plans 209 Earle Street, Northampton 11/13/2018 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 January 21, 2016 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 (http:// 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 alternative means 2 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..................................................................................................................7 Soil Map................................................................................................................8 Legend..................................................................................................................9 Map Unit Legend................................................................................................10 Map Unit Descriptions........................................................................................10 Hampshire County, Massachusetts, Central Part...........................................12 1—Water.....................................................................................................12 220C—Boxford silt loam, 8 to 15 percent slopes........................................12 225A—Belgrade silt loam, 0 to 3 percent slopes........................................13 225B—Belgrade silt loam, 3 to 8 percent slopes........................................14 741A—Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes.......................................................................................15 References............................................................................................................18 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 scientists classified and named the soils in the survey area, they compared the 5 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 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 6 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. 7 8 Custom Soil Resource Report Soil Map 46866904686730468677046868104686850468689046869304686690468673046867704686810468685046868904686930693910 693950 693990 694030 694070 694110 694150 694190 694230 694270 694310 693910 693950 693990 694030 694070 694110 694150 694190 694230 694270 694310 42° 18' 37'' N 72° 38' 50'' W42° 18' 37'' N72° 38' 32'' W42° 18' 29'' N 72° 38' 50'' W42° 18' 29'' N 72° 38' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300Feet 0 25 50 100 150Meters Map Scale: 1:1,900 if printed on A landscape (11" x 8.5") sheet. 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: http://websoilsurvey.nrcs.usda.gov 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 10, Sep 28, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 28, 2011—Apr 18, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 9 Map Unit Legend Hampshire County, Massachusetts, Central Part (MA609) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Water 0.0 0.1% 220C Boxford silt loam, 8 to 15 percent slopes 8.7 48.8% 225A Belgrade silt loam, 0 to 3 percent slopes 2.9 16.1% 225B Belgrade silt loam, 3 to 8 percent slopes 0.3 1.9% 741A Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes 5.9 33.1% Totals for Area of Interest 17.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 10 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 11 Hampshire County, Massachusetts, Central Part 1—Water Map Unit Setting National map unit symbol: 9b24 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 Water: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. 220C—Boxford silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 99z7 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Boxford and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Boxford Setting Landform: Terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Hard silty and clayey glaciolacustrine deposits derived from granite and gneiss Typical profile H1 - 0 to 8 inches: silt loam H2 - 8 to 21 inches: silt loam H3 - 21 to 37 inches: silty clay H4 - 37 to 60 inches: silty clay Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: High Custom Soil Resource Report 12 Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 19 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Minor Components Unnamed Percent of map unit: 15 percent 225A—Belgrade silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 99z3 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Belgrade and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Belgrade Setting Landform: Terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Coarse-silty glaciolacustrine deposits Typical profile H1 - 0 to 10 inches: silt loam H2 - 10 to 51 inches: very fine sandy loam H3 - 51 to 60 inches: loamy very fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Low Custom Soil Resource Report 13 Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: About 18 to 42 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Minor Components Raynham Percent of map unit: 15 percent Landform: Depressions 225B—Belgrade silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 99z4 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Belgrade and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Belgrade Setting Landform: Terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Coarse-silty glaciolacustrine deposits Typical profile H1 - 0 to 10 inches: silt loam H2 - 10 to 51 inches: very fine sandy loam H3 - 51 to 60 inches: loamy very fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Custom Soil Resource Report 14 Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: About 18 to 42 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 10.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Minor Components Raynham Percent of map unit: 15 percent Landform: Depressions 741A—Amostown-Windsor silty substratum-Urban land complex, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 99z2 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 Amostown and similar soils: 35 percent Windsor, silty substratum, and similar soils: 25 percent Urban land: 25 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Amostown Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Summit, footslope Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Friable sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 7 inches: fine sandy loam H2 - 7 to 32 inches: fine sandy loam H3 - 32 to 60 inches: stratified very fine sand to silt loam Custom Soil Resource Report 15 Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Description of Windsor, Silty Substratum Setting Landform: Outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loose sandy glaciofluvial deposits over silty glaciolacustrine deposits Typical profile H1 - 0 to 8 inches: loamy sand H2 - 8 to 21 inches: loamy sand H3 - 21 to 45 inches: sand H4 - 45 to 60 inches: silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Minor Components Enosburg Percent of map unit: 10 percent Landform: Terraces Custom Soil Resource Report 16 Maybid Percent of map unit: 5 percent Landform: Depressions Custom Soil Resource Report 17 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 18 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 19 209 Earle Street, Northampton 11/13/2018 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix C: Hydrologic Analyses 1S 2S 3S 4S 5S 6S Building 7S 8S A-CB58 4R Grove Street 5R Earle Street 6R Roadside swale 9R Earle Street Basin 11R Lot 4 10P Truck Well 11PCB DMH1 12PCB CB1 13PCB CB2 14PCB DMH2 16PCB CB3 CB58CB DMH55 CB Routing Diagram for Existing Conditions 7-31-18 Prepared by T Reynolds Engineering, Printed 8/2/2018 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 14,770 79 50-75% Grass cover, Fair, HSG C (A-CB58) 924 98 Paved parking & roofs (A-CB58) 29,726 98 Paved parking, HSG D (3S, 4S, 5S, 7S, 8S) 3,146 79 Remainder of former parking (A-CB58) 21,263 98 Roofs, HSG D (6S) 14,183 72 Woods/grass comb., Good, HSG C (1S) 163,183 79 Woods/grass comb., Good, HSG D (1S, 2S, 3S, 5S, 8S) 247,195 83 TOTAL AREA Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,288 sf 0.00% Impervious Runoff Depth=0.95"Subcatchment 1S: Flow Length=327' Tc=7.3 min CN=76 Runoff=0.83 cfs 2,868 cf Runoff Area=89,461 sf 0.00% Impervious Runoff Depth=1.12"Subcatchment 2S: Flow Length=533' Tc=10.9 min CN=79 Runoff=2.20 cfs 8,319 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=1.24"Subcatchment 3S: Tc=6.0 min CN=81 Runoff=0.88 cfs 2,823 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>2.62"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.35 cfs 1,221 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth=1.58"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=0.86 cfs 2,718 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>2.62"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=1.34 cfs 4,651 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>2.62"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=0.77 cfs 2,682 cf Runoff Area=15,437 sf 8.15% Impervious Runoff Depth=1.24"Subcatchment 8S: Tc=6.0 min CN=81 Runoff=0.50 cfs 1,591 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=1.18"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=0.57 cfs 1,846 cf Inflow=2.94 cfs 11,187 cfReach 4R: Grove Street Outflow=2.94 cfs 11,187 cf Inflow=0.50 cfs 1,591 cfReach 5R: Earle Street Outflow=0.50 cfs 1,591 cf Avg. Flow Depth=0.32' Max Vel=3.33 fps Inflow=2.20 cfs 8,319 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=2.20 cfs 8,319 cf Inflow=4.54 cfs 15,947 cfReach 9R: Earle Street Basin Outflow=4.54 cfs 15,947 cf Inflow=0.83 cfs 2,868 cfReach 11R: Lot 4 Outflow=0.83 cfs 2,868 cf Peak Elev=156.40' Storage=67 cf Inflow=1.34 cfs 4,651 cfPond 10P: Truck Well Primary=1.10 cfs 4,657 cf Secondary=0.00 cfs 0 cf Outflow=1.10 cfs 4,657 cf Peak Elev=154.75' Inflow=1.98 cfs 7,480 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=1.98 cfs 7,480 cf Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=149.69' Inflow=2.33 cfs 8,701 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=2.33 cfs 8,701 cf Peak Elev=142.69' Inflow=3.10 cfs 11,384 cfPond 13P: CB2 12.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=3.10 cfs 11,384 cf Peak Elev=141.26' Inflow=3.96 cfs 14,101 cfPond 14P: DMH2 12.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=3.96 cfs 14,101 cf Peak Elev=141.32' Inflow=0.86 cfs 2,718 cfPond 16P: CB3 12.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=0.86 cfs 2,718 cf Peak Elev=140.60' Inflow=0.57 cfs 1,846 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=0.57 cfs 1,846 cf Peak Elev=138.81' Inflow=4.54 cfs 15,947 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=4.54 cfs 15,947 cf Total Runoff Area = 247,195 sf Runoff Volume = 28,719 cf Average Runoff Depth = 1.39" 79.00% Pervious = 195,282 sf 21.00% Impervious = 51,913 sf Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.83 cfs @ 12.12 hrs, Volume= 2,868 cf, Depth= 0.95" 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 Rainfall=2.90" Area (sf) CN Description 22,105 79 Woods/grass comb., Good, HSG D 14,183 72 Woods/grass comb., Good, HSG C 36,288 76 Weighted Average 36,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.0833 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 82 0.1340 1.83 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 195 0.1230 1.75 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.3 327 Total Summary for Subcatchment 2S: Runoff = 2.20 cfs @ 12.16 hrs, Volume= 8,319 cf, Depth= 1.12" 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 Rainfall=2.90" Area (sf) CN Description 89,461 79 Woods/grass comb., Good, HSG D 89,461 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.5 108 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 350 0.0257 1.12 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.9 533 Total Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.88 cfs @ 12.10 hrs, Volume= 2,823 cf, Depth= 1.24" 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 Rainfall=2.90" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.35 cfs @ 12.09 hrs, Volume= 1,221 cf, Depth> 2.62" 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 Rainfall=2.90" Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.86 cfs @ 12.09 hrs, Volume= 2,718 cf, Depth= 1.58" 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 Rainfall=2.90" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 1.34 cfs @ 12.09 hrs, Volume= 4,651 cf, Depth> 2.62" 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 Rainfall=2.90" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 0.77 cfs @ 12.09 hrs, Volume= 2,682 cf, Depth> 2.62" 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 Rainfall=2.90" Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 0.50 cfs @ 12.10 hrs, Volume= 1,591 cf, Depth= 1.24" 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 Rainfall=2.90" Area (sf) CN Description 14,179 79 Woods/grass comb., Good, HSG D 1,258 98 Paved parking, HSG D 15,437 81 Weighted Average 14,179 91.85% Pervious Area 1,258 8.15% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 0.57 cfs @ 12.10 hrs, Volume= 1,846 cf, Depth= 1.18" 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 Rainfall=2.90" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 125,749 sf, 0.00% Impervious, Inflow Depth = 1.07" for 2 Year event Inflow = 2.94 cfs @ 12.16 hrs, Volume= 11,187 cf Outflow = 2.94 cfs @ 12.16 hrs, Volume= 11,187 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Earle Street Inflow Area = 15,437 sf, 8.15% Impervious, Inflow Depth = 1.24" for 2 Year event Inflow = 0.50 cfs @ 12.10 hrs, Volume= 1,591 cf Outflow = 0.50 cfs @ 12.10 hrs, Volume= 1,591 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 6R: Roadside swale Inflow Area = 89,461 sf, 0.00% Impervious, Inflow Depth = 1.12" for 2 Year event Inflow = 2.20 cfs @ 12.16 hrs, Volume= 8,319 cf Outflow = 2.20 cfs @ 12.17 hrs, Volume= 8,319 cf, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 3.33 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 2.3 min Peak Storage= 98 cf @ 12.17 hrs Average Depth at Peak Storage= 0.32' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Summary for Reach 9R: Earle Street Basin Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 1.81" for 2 Year event Inflow = 4.54 cfs @ 12.09 hrs, Volume= 15,947 cf Outflow = 4.54 cfs @ 12.09 hrs, Volume= 15,947 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Lot 4 Inflow Area = 36,288 sf, 0.00% Impervious, Inflow Depth = 0.95" for 2 Year event Inflow = 0.83 cfs @ 12.12 hrs, Volume= 2,868 cf Outflow = 0.83 cfs @ 12.12 hrs, Volume= 2,868 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 10P: Truck Well Inflow Area = 21,263 sf,100.00% Impervious, Inflow Depth > 2.62" for 2 Year event Inflow = 1.34 cfs @ 12.09 hrs, Volume= 4,651 cf Outflow = 1.10 cfs @ 12.13 hrs, Volume= 4,657 cf, Atten= 17%, Lag= 2.5 min Primary = 1.10 cfs @ 12.13 hrs, Volume= 4,657 cf Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 156.40' @ 12.14 hrs Surf.Area= 262 sf Storage= 67 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.5 min ( 767.9 - 767.3 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.10 cfs @ 12.13 hrs HW=156.37' TW=154.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.10 cfs @ 3.16 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=156.00' TW=139.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: DMH1 Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 1.85" for 2 Year event Inflow = 1.98 cfs @ 12.10 hrs, Volume= 7,480 cf Outflow = 1.98 cfs @ 12.10 hrs, Volume= 7,480 cf, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.10 hrs, Volume= 7,480 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 154.75' @ 12.10 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.98 cfs @ 12.10 hrs HW=154.75' TW=149.69' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.98 cfs @ 2.60 fps) Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 12P: CB1 Inflow Area = 54,229 sf, 55.77% Impervious, Inflow Depth > 1.93" for 2 Year event Inflow = 2.33 cfs @ 12.10 hrs, Volume= 8,701 cf Outflow = 2.33 cfs @ 12.10 hrs, Volume= 8,701 cf, Atten= 0%, Lag= 0.0 min Primary = 2.33 cfs @ 12.10 hrs, Volume= 8,701 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 149.69' @ 12.10 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.32 cfs @ 12.10 hrs HW=149.68' TW=142.67' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.32 cfs @ 2.95 fps) Summary for Pond 13P: CB2 Inflow Area = 66,491 sf, 63.92% Impervious, Inflow Depth > 2.05" for 2 Year event Inflow = 3.10 cfs @ 12.09 hrs, Volume= 11,384 cf Outflow = 3.10 cfs @ 12.09 hrs, Volume= 11,384 cf, Atten= 0%, Lag= 0.0 min Primary = 3.10 cfs @ 12.09 hrs, Volume= 11,384 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 142.69' @ 12.09 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.06 cfs @ 12.09 hrs HW=142.66' TW=141.22' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.06 cfs @ 3.90 fps) Summary for Pond 14P: DMH2 Inflow Area = 87,169 sf, 57.05% Impervious, Inflow Depth > 1.94" for 2 Year event Inflow = 3.96 cfs @ 12.09 hrs, Volume= 14,101 cf Outflow = 3.96 cfs @ 12.09 hrs, Volume= 14,101 cf, Atten= 0%, Lag= 0.0 min Primary = 3.96 cfs @ 12.09 hrs, Volume= 14,101 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 141.26' @ 12.09 hrs Flood Elev= 143.90' Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.00'12.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.91 cfs @ 12.09 hrs HW=141.22' TW=138.80' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.91 cfs @ 4.98 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth = 1.58" for 2 Year event Inflow = 0.86 cfs @ 12.09 hrs, Volume= 2,718 cf Outflow = 0.86 cfs @ 12.09 hrs, Volume= 2,718 cf, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.09 hrs, Volume= 2,718 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 141.32' @ 12.14 hrs Flood Elev= 142.69' Device Routing Invert Outlet Devices #1 Primary 139.17'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=140.98' TW=141.22' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 1.18" for 2 Year event Inflow = 0.57 cfs @ 12.10 hrs, Volume= 1,846 cf Outflow = 0.57 cfs @ 12.10 hrs, Volume= 1,846 cf, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 12.10 hrs, Volume= 1,846 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 140.60' @ 12.10 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.10 hrs HW=140.60' TW=138.81' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.57 cfs @ 2.90 fps) Type III 24-hr 2 Year Rainfall=2.90"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond DMH55: Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 1.81" for 2 Year event Inflow = 4.54 cfs @ 12.09 hrs, Volume= 15,947 cf Outflow = 4.54 cfs @ 12.09 hrs, Volume= 15,947 cf, Atten= 0%, Lag= 0.0 min Primary = 4.54 cfs @ 12.09 hrs, Volume= 15,947 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 138.81' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=4.48 cfs @ 12.09 hrs HW=138.81' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.48 cfs @ 3.24 fps) Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,288 sf 0.00% Impervious Runoff Depth=2.05"Subcatchment 1S: Flow Length=327' Tc=7.3 min CN=76 Runoff=1.88 cfs 6,200 cf Runoff Area=89,461 sf 0.00% Impervious Runoff Depth=2.29"Subcatchment 2S: Flow Length=533' Tc=10.9 min CN=79 Runoff=4.65 cfs 17,093 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=2.46"Subcatchment 3S: Tc=6.0 min CN=81 Runoff=1.78 cfs 5,618 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>4.06"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.54 cfs 1,891 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth=2.91"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=1.57 cfs 5,017 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>4.06"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=2.05 cfs 7,201 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>4.06"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=1.18 cfs 4,153 cf Runoff Area=15,437 sf 8.15% Impervious Runoff Depth=2.46"Subcatchment 8S: Tc=6.0 min CN=81 Runoff=1.00 cfs 3,167 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=2.38"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=1.18 cfs 3,731 cf Inflow=6.33 cfs 23,293 cfReach 4R: Grove Street Outflow=6.33 cfs 23,293 cf Inflow=1.00 cfs 3,167 cfReach 5R: Earle Street Outflow=1.00 cfs 3,167 cf Avg. Flow Depth=0.51' Max Vel=4.26 fps Inflow=4.65 cfs 17,093 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=4.65 cfs 17,093 cf Inflow=7.39 cfs 27,627 cfReach 9R: Earle Street Basin Outflow=7.39 cfs 27,627 cf Inflow=1.88 cfs 6,200 cfReach 11R: Lot 4 Outflow=1.88 cfs 6,200 cf Peak Elev=157.18' Storage=415 cf Inflow=2.05 cfs 7,201 cfPond 10P: Truck Well Primary=1.27 cfs 7,218 cf Secondary=0.00 cfs 0 cf Outflow=1.27 cfs 7,218 cf Peak Elev=155.27' Inflow=2.92 cfs 12,836 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=2.92 cfs 12,836 cf Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=150.42' Inflow=3.45 cfs 14,727 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=3.45 cfs 14,727 cf Peak Elev=145.81' Inflow=4.63 cfs 18,880 cfPond 13P: CB2 12.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=4.63 cfs 18,880 cf Peak Elev=143.82' Inflow=6.21 cfs 23,896 cfPond 14P: DMH2 12.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=6.21 cfs 23,896 cf Peak Elev=144.01' Inflow=1.57 cfs 5,017 cfPond 16P: CB3 12.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=1.57 cfs 5,017 cf Peak Elev=140.81' Inflow=1.18 cfs 3,731 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=1.18 cfs 3,731 cf Peak Elev=139.10' Inflow=7.39 cfs 27,627 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=7.39 cfs 27,627 cf Total Runoff Area = 247,195 sf Runoff Volume = 54,071 cf Average Runoff Depth = 2.62" 79.00% Pervious = 195,282 sf 21.00% Impervious = 51,913 sf Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 1.88 cfs @ 12.11 hrs, Volume= 6,200 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 Rainfall=4.40" Area (sf) CN Description 22,105 79 Woods/grass comb., Good, HSG D 14,183 72 Woods/grass comb., Good, HSG C 36,288 76 Weighted Average 36,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.0833 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 82 0.1340 1.83 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 195 0.1230 1.75 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.3 327 Total Summary for Subcatchment 2S: Runoff = 4.65 cfs @ 12.16 hrs, Volume= 17,093 cf, Depth= 2.29" 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 Rainfall=4.40" Area (sf) CN Description 89,461 79 Woods/grass comb., Good, HSG D 89,461 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.5 108 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 350 0.0257 1.12 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.9 533 Total Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 1.78 cfs @ 12.09 hrs, Volume= 5,618 cf, Depth= 2.46" 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 Rainfall=4.40" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.54 cfs @ 12.09 hrs, Volume= 1,891 cf, Depth> 4.06" 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 Rainfall=4.40" Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 1.57 cfs @ 12.09 hrs, Volume= 5,017 cf, Depth= 2.91" 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 Rainfall=4.40" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 2.05 cfs @ 12.09 hrs, Volume= 7,201 cf, Depth> 4.06" 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 Rainfall=4.40" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 1.18 cfs @ 12.09 hrs, Volume= 4,153 cf, Depth> 4.06" 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 Rainfall=4.40" Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 1.00 cfs @ 12.09 hrs, Volume= 3,167 cf, Depth= 2.46" 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 Rainfall=4.40" Area (sf) CN Description 14,179 79 Woods/grass comb., Good, HSG D 1,258 98 Paved parking, HSG D 15,437 81 Weighted Average 14,179 91.85% Pervious Area 1,258 8.15% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 1.18 cfs @ 12.09 hrs, Volume= 3,731 cf, Depth= 2.38" 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 Rainfall=4.40" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 125,749 sf, 0.00% Impervious, Inflow Depth = 2.22" for 10 Year event Inflow = 6.33 cfs @ 12.15 hrs, Volume= 23,293 cf Outflow = 6.33 cfs @ 12.15 hrs, Volume= 23,293 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Earle Street Inflow Area = 15,437 sf, 8.15% Impervious, Inflow Depth = 2.46" for 10 Year event Inflow = 1.00 cfs @ 12.09 hrs, Volume= 3,167 cf Outflow = 1.00 cfs @ 12.09 hrs, Volume= 3,167 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 6R: Roadside swale Inflow Area = 89,461 sf, 0.00% Impervious, Inflow Depth = 2.29" for 10 Year event Inflow = 4.65 cfs @ 12.16 hrs, Volume= 17,093 cf Outflow = 4.65 cfs @ 12.16 hrs, Volume= 17,093 cf, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 4.26 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 1.9 min Peak Storage= 163 cf @ 12.16 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Summary for Reach 9R: Earle Street Basin Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 3.13" for 10 Year event Inflow = 7.39 cfs @ 12.09 hrs, Volume= 27,627 cf Outflow = 7.39 cfs @ 12.09 hrs, Volume= 27,627 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Lot 4 Inflow Area = 36,288 sf, 0.00% Impervious, Inflow Depth = 2.05" for 10 Year event Inflow = 1.88 cfs @ 12.11 hrs, Volume= 6,200 cf Outflow = 1.88 cfs @ 12.11 hrs, Volume= 6,200 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 10P: Truck Well Inflow Area = 21,263 sf,100.00% Impervious, Inflow Depth > 4.06" for 10 Year event Inflow = 2.05 cfs @ 12.09 hrs, Volume= 7,201 cf Outflow = 1.27 cfs @ 12.26 hrs, Volume= 7,218 cf, Atten= 38%, Lag= 10.5 min Primary = 1.27 cfs @ 12.26 hrs, Volume= 7,218 cf Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 157.18' @ 12.20 hrs Surf.Area= 634 sf Storage= 415 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.4 min ( 764.8 - 763.4 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.29 cfs @ 12.26 hrs HW=157.10' TW=154.84' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.29 cfs @ 3.70 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=156.00' TW=139.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: DMH1 Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 3.17" for 10 Year event Inflow = 2.92 cfs @ 12.09 hrs, Volume= 12,836 cf Outflow = 2.92 cfs @ 12.09 hrs, Volume= 12,836 cf, Atten= 0%, Lag= 0.0 min Primary = 2.92 cfs @ 12.09 hrs, Volume= 12,836 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 155.27' @ 12.09 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.89 cfs @ 12.09 hrs HW=155.26' TW=150.39' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.89 cfs @ 3.68 fps) Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 12P: CB1 Inflow Area = 54,229 sf, 55.77% Impervious, Inflow Depth > 3.26" for 10 Year event Inflow = 3.45 cfs @ 12.09 hrs, Volume= 14,727 cf Outflow = 3.45 cfs @ 12.09 hrs, Volume= 14,727 cf, Atten= 0%, Lag= 0.0 min Primary = 3.45 cfs @ 12.09 hrs, Volume= 14,727 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 150.42' @ 12.09 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.41 cfs @ 12.09 hrs HW=150.39' TW=145.31' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.41 cfs @ 4.35 fps) Summary for Pond 13P: CB2 Inflow Area = 66,491 sf, 63.92% Impervious, Inflow Depth > 3.41" for 10 Year event Inflow = 4.63 cfs @ 12.09 hrs, Volume= 18,880 cf Outflow = 4.63 cfs @ 12.09 hrs, Volume= 18,880 cf, Atten= 0%, Lag= 0.0 min Primary = 4.63 cfs @ 12.09 hrs, Volume= 18,880 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 145.81' @ 12.12 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.73 cfs @ 12.09 hrs HW=145.23' TW=143.68' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.73 cfs @ 4.75 fps) Summary for Pond 14P: DMH2 Inflow Area = 87,169 sf, 57.05% Impervious, Inflow Depth > 3.29" for 10 Year event Inflow = 6.21 cfs @ 12.09 hrs, Volume= 23,896 cf Outflow = 6.21 cfs @ 12.09 hrs, Volume= 23,896 cf, Atten= 0%, Lag= 0.0 min Primary = 6.21 cfs @ 12.09 hrs, Volume= 23,896 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 143.82' @ 12.09 hrs Flood Elev= 143.90' Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.00'12.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=6.10 cfs @ 12.09 hrs HW=143.68' TW=139.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.10 cfs @ 7.77 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth = 2.91" for 10 Year event Inflow = 1.57 cfs @ 12.09 hrs, Volume= 5,017 cf Outflow = 1.57 cfs @ 12.09 hrs, Volume= 5,017 cf, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.09 hrs, Volume= 5,017 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 144.01' @ 12.14 hrs Flood Elev= 142.69' Device Routing Invert Outlet Devices #1 Primary 139.17'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=143.14' TW=143.68' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 2.38" for 10 Year event Inflow = 1.18 cfs @ 12.09 hrs, Volume= 3,731 cf Outflow = 1.18 cfs @ 12.09 hrs, Volume= 3,731 cf, Atten= 0%, Lag= 0.0 min Primary = 1.18 cfs @ 12.09 hrs, Volume= 3,731 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 140.81' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=1.16 cfs @ 12.09 hrs HW=140.80' TW=139.09' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.16 cfs @ 3.35 fps) Type III 24-hr 10 Year Rainfall=4.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 24HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond DMH55: Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 3.13" for 10 Year event Inflow = 7.39 cfs @ 12.09 hrs, Volume= 27,627 cf Outflow = 7.39 cfs @ 12.09 hrs, Volume= 27,627 cf, Atten= 0%, Lag= 0.0 min Primary = 7.39 cfs @ 12.09 hrs, Volume= 27,627 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 139.10' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=7.26 cfs @ 12.09 hrs HW=139.09' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.26 cfs @ 3.72 fps) Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 25HydroCAD® 10.00 s/n 02175 © 2013 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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,288 sf 0.00% Impervious Runoff Depth=3.73"Subcatchment 1S: Flow Length=327' Tc=7.3 min CN=76 Runoff=3.44 cfs 11,273 cf Runoff Area=89,461 sf 0.00% Impervious Runoff Depth=4.04"Subcatchment 2S: Flow Length=533' Tc=10.9 min CN=79 Runoff=8.17 cfs 30,110 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=4.25"Subcatchment 3S: Tc=6.0 min CN=81 Runoff=3.04 cfs 9,698 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>5.97"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.79 cfs 2,779 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth>4.79"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=2.54 cfs 8,254 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>5.97"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=2.99 cfs 10,584 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>5.97"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=1.72 cfs 6,104 cf Runoff Area=15,437 sf 8.15% Impervious Runoff Depth=4.25"Subcatchment 8S: Tc=6.0 min CN=81 Runoff=1.71 cfs 5,467 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=4.14"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=2.04 cfs 6,506 cf Inflow=11.25 cfs 41,383 cfReach 4R: Grove Street Outflow=11.25 cfs 41,383 cf Inflow=1.71 cfs 5,467 cfReach 5R: Earle Street Outflow=1.71 cfs 5,467 cf Avg. Flow Depth=0.74' Max Vel=5.05 fps Inflow=8.17 cfs 30,110 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=8.17 cfs 30,110 cf Inflow=11.20 cfs 43,975 cfReach 9R: Earle Street Basin Outflow=11.20 cfs 43,975 cf Inflow=3.44 cfs 11,273 cfReach 11R: Lot 4 Outflow=3.44 cfs 11,273 cf Peak Elev=158.08' Storage=1,177 cf Inflow=2.99 cfs 10,584 cfPond 10P: Truck Well Primary=1.45 cfs 10,634 cf Secondary=0.00 cfs 0 cf Outflow=1.45 cfs 10,634 cf Peak Elev=156.22' Inflow=4.11 cfs 20,332 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=4.11 cfs 20,332 cf Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 26HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev=154.64' Inflow=4.90 cfs 23,111 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=4.90 cfs 23,111 cf Peak Elev=152.99' Inflow=6.62 cfs 29,215 cfPond 13P: CB2 12.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=6.62 cfs 29,215 cf Peak Elev=148.89' Inflow=9.16 cfs 37,469 cfPond 14P: DMH2 12.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=9.16 cfs 37,469 cf Peak Elev=149.41' Inflow=2.54 cfs 8,254 cfPond 16P: CB3 12.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=2.54 cfs 8,254 cf Peak Elev=141.07' Inflow=2.04 cfs 6,506 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=2.04 cfs 6,506 cf Peak Elev=139.46' Inflow=11.20 cfs 43,975 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=11.20 cfs 43,975 cf Total Runoff Area = 247,195 sf Runoff Volume = 90,775 cf Average Runoff Depth = 4.41" 79.00% Pervious = 195,282 sf 21.00% Impervious = 51,913 sf Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 27HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 3.44 cfs @ 12.11 hrs, Volume= 11,273 cf, Depth= 3.73" 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 Rainfall=6.40" Area (sf) CN Description 22,105 79 Woods/grass comb., Good, HSG D 14,183 72 Woods/grass comb., Good, HSG C 36,288 76 Weighted Average 36,288 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.0833 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.7 82 0.1340 1.83 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 195 0.1230 1.75 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.3 327 Total Summary for Subcatchment 2S: Runoff = 8.17 cfs @ 12.15 hrs, Volume= 30,110 cf, Depth= 4.04" 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 Rainfall=6.40" Area (sf) CN Description 89,461 79 Woods/grass comb., Good, HSG D 89,461 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.5 108 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 350 0.0257 1.12 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3200 3.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.9 533 Total Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 28HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 3.04 cfs @ 12.09 hrs, Volume= 9,698 cf, Depth= 4.25" 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 Rainfall=6.40" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.79 cfs @ 12.09 hrs, Volume= 2,779 cf, Depth> 5.97" 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 Rainfall=6.40" Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 2.54 cfs @ 12.09 hrs, Volume= 8,254 cf, Depth> 4.79" 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 Rainfall=6.40" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 29HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 2.99 cfs @ 12.09 hrs, Volume= 10,584 cf, Depth> 5.97" 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 Rainfall=6.40" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 1.72 cfs @ 12.09 hrs, Volume= 6,104 cf, Depth> 5.97" 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 Rainfall=6.40" Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 1.71 cfs @ 12.09 hrs, Volume= 5,467 cf, Depth= 4.25" 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 Rainfall=6.40" Area (sf) CN Description 14,179 79 Woods/grass comb., Good, HSG D 1,258 98 Paved parking, HSG D 15,437 81 Weighted Average 14,179 91.85% Pervious Area 1,258 8.15% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 30HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 2.04 cfs @ 12.09 hrs, Volume= 6,506 cf, Depth= 4.14" 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 Rainfall=6.40" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 125,749 sf, 0.00% Impervious, Inflow Depth = 3.95" for 100 Year event Inflow = 11.25 cfs @ 12.14 hrs, Volume= 41,383 cf Outflow = 11.25 cfs @ 12.14 hrs, Volume= 41,383 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Earle Street Inflow Area = 15,437 sf, 8.15% Impervious, Inflow Depth = 4.25" for 100 Year event Inflow = 1.71 cfs @ 12.09 hrs, Volume= 5,467 cf Outflow = 1.71 cfs @ 12.09 hrs, Volume= 5,467 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 31HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 6R: Roadside swale Inflow Area = 89,461 sf, 0.00% Impervious, Inflow Depth = 4.04" for 100 Year event Inflow = 8.17 cfs @ 12.15 hrs, Volume= 30,110 cf Outflow = 8.17 cfs @ 12.16 hrs, Volume= 30,110 cf, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 5.05 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.56 fps, Avg. Travel Time= 1.6 min Peak Storage= 243 cf @ 12.16 hrs Average Depth at Peak Storage= 0.74' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Summary for Reach 9R: Earle Street Basin Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 11.20 cfs @ 12.09 hrs, Volume= 43,975 cf Outflow = 11.20 cfs @ 12.09 hrs, Volume= 43,975 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Reach 11R: Lot 4 Inflow Area = 36,288 sf, 0.00% Impervious, Inflow Depth = 3.73" for 100 Year event Inflow = 3.44 cfs @ 12.11 hrs, Volume= 11,273 cf Outflow = 3.44 cfs @ 12.11 hrs, Volume= 11,273 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 10P: Truck Well Inflow Area = 21,263 sf,100.00% Impervious, Inflow Depth > 5.97" for 100 Year event Inflow = 2.99 cfs @ 12.09 hrs, Volume= 10,584 cf Outflow = 1.45 cfs @ 12.39 hrs, Volume= 10,634 cf, Atten= 52%, Lag= 18.1 min Primary = 1.45 cfs @ 12.39 hrs, Volume= 10,634 cf Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 32HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Peak Elev= 158.08' @ 12.26 hrs Surf.Area= 1,155 sf Storage= 1,177 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.6 min ( 764.8 - 761.2 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.47 cfs @ 12.39 hrs HW=157.94' TW=155.01' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.47 cfs @ 4.21 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=156.00' TW=139.20' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: DMH1 Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 5.02" for 100 Year event Inflow = 4.11 cfs @ 12.09 hrs, Volume= 20,332 cf Outflow = 4.11 cfs @ 12.09 hrs, Volume= 20,332 cf, Atten= 0%, Lag= 0.0 min Primary = 4.11 cfs @ 12.09 hrs, Volume= 20,332 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 156.22' @ 12.09 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.05 cfs @ 12.09 hrs HW=156.16' TW=151.68' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.05 cfs @ 5.15 fps) Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 33HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 12P: CB1 Inflow Area = 54,229 sf, 55.77% Impervious, Inflow Depth > 5.11" for 100 Year event Inflow = 4.90 cfs @ 12.09 hrs, Volume= 23,111 cf Outflow = 4.90 cfs @ 12.09 hrs, Volume= 23,111 cf, Atten= 0%, Lag= 0.0 min Primary = 4.90 cfs @ 12.09 hrs, Volume= 23,111 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 154.64' @ 12.16 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.38 cfs @ 12.09 hrs HW=151.68' TW=151.46' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.38 cfs @ 1.76 fps) Summary for Pond 13P: CB2 Inflow Area = 66,491 sf, 63.92% Impervious, Inflow Depth > 5.27" for 100 Year event Inflow = 6.62 cfs @ 12.09 hrs, Volume= 29,215 cf Outflow = 6.62 cfs @ 12.09 hrs, Volume= 29,215 cf, Atten= 0%, Lag= 0.0 min Primary = 6.62 cfs @ 12.09 hrs, Volume= 29,215 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 152.99' @ 12.12 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.12 cfs @ 12.09 hrs HW=151.44' TW=148.50' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.12 cfs @ 6.51 fps) Summary for Pond 14P: DMH2 Inflow Area = 87,169 sf, 57.05% Impervious, Inflow Depth > 5.16" for 100 Year event Inflow = 9.16 cfs @ 12.09 hrs, Volume= 37,469 cf Outflow = 9.16 cfs @ 12.09 hrs, Volume= 37,469 cf, Atten= 0%, Lag= 0.0 min Primary = 9.16 cfs @ 12.09 hrs, Volume= 37,469 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 148.89' @ 12.09 hrs Flood Elev= 143.90' Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 34HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.00'12.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=8.97 cfs @ 12.09 hrs HW=148.52' TW=139.44' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.97 cfs @ 11.42 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth > 4.79" for 100 Year event Inflow = 2.54 cfs @ 12.09 hrs, Volume= 8,254 cf Outflow = 2.54 cfs @ 12.09 hrs, Volume= 8,254 cf, Atten= 0%, Lag= 0.0 min Primary = 2.54 cfs @ 12.09 hrs, Volume= 8,254 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 149.41' @ 12.14 hrs Flood Elev= 142.69' Device Routing Invert Outlet Devices #1 Primary 139.17'12.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=147.56' TW=148.55' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 4.14" for 100 Year event Inflow = 2.04 cfs @ 12.09 hrs, Volume= 6,506 cf Outflow = 2.04 cfs @ 12.09 hrs, Volume= 6,506 cf, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.09 hrs, Volume= 6,506 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 141.07' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=2.00 cfs @ 12.09 hrs HW=141.06' TW=139.44' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.00 cfs @ 3.75 fps) Type III 24-hr 100 Year Rainfall=6.40"Existing Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 35HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond DMH55: Inflow Area = 106,009 sf, 47.78% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 11.20 cfs @ 12.09 hrs, Volume= 43,975 cf Outflow = 11.20 cfs @ 12.09 hrs, Volume= 43,975 cf, Atten= 0%, Lag= 0.0 min Primary = 11.20 cfs @ 12.09 hrs, Volume= 43,975 cf Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 139.46' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=10.96 cfs @ 12.09 hrs HW=139.44' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.96 cfs @ 4.22 fps) 1aS 1bS 2aS 2bS 3aS 3bS 3cS Addition 4S 5S 6S Building 7S 8S A-CB58 4R Grove Street 5R Earle Street 6R Roadside swale 9R Earle Street Basin 11R Lot 4 2P Basin 5PCB Drop Inlet 9PCB PCB 10P Truck Well 11PCB DMH1 12PCB CB1 13PCB CB2 14PCB DMH2 16PCB CB3 CB58CB DMH55 CB Routing Diagram for Proposed Conditions 7-31-18 Prepared by T Reynolds Engineering, Printed 8/2/2018 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 2HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 14,770 79 50-75% Grass cover, Fair, HSG C (A-CB58) 924 98 Paved parking & roofs (A-CB58) 42,175 98 Paved parking, HSG D (1bS, 2aS, 2bS, 3bS, 4S, 5S, 7S, 8S) 3,146 79 Remainder of former parking (A-CB58) 35,923 98 Roofs, HSG D (3cS, 6S) 1,236 98 Water Surface, HSG D (1bS) 13,648 72 Woods/grass comb., Good, HSG C (1aS, 1bS) 135,373 79 Woods/grass comb., Good, HSG D (1aS, 1bS, 2aS, 2bS, 3aS, 3bS, 5S, 8S) 247,195 85 TOTAL AREA Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 3HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=2.00-72.00 hrs, dt=0.02 hrs, 3501 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=27,069 sf 0.00% Impervious Runoff Depth=0.95"Subcatchment 1aS: Flow Length=488' Tc=14.3 min CN=76 Runoff=0.50 cfs 2,139 cf Runoff Area=10,744 sf 67.09% Impervious Runoff Depth=1.98"Subcatchment 1bS: Tc=6.0 min CN=91 Runoff=0.56 cfs 1,771 cf Runoff Area=39,012 sf 3.18% Impervious Runoff Depth=1.18"Subcatchment 2aS: Flow Length=357' Tc=8.8 min CN=80 Runoff=1.10 cfs 3,822 cf Runoff Area=14,137 sf 37.80% Impervious Runoff Depth=1.58"Subcatchment 2bS: Tc=6.0 min CN=86 Runoff=0.60 cfs 1,858 cf Runoff Area=19,208 sf 0.00% Impervious Runoff Depth=1.12"Subcatchment 3aS: Tc=6.0 min CN=79 Runoff=0.56 cfs 1,786 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=1.24"Subcatchment 3bS: Tc=6.0 min CN=81 Runoff=0.90 cfs 2,823 cf Runoff Area=14,660 sf 100.00% Impervious Runoff Depth>2.67"Subcatchment 3cS: Addition Tc=6.0 min CN=98 Runoff=0.94 cfs 3,259 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>2.67"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.36 cfs 1,241 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth=1.58"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=0.88 cfs 2,718 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>2.67"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=1.37 cfs 4,727 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>2.67"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=0.79 cfs 2,726 cf Runoff Area=16,356 sf 7.03% Impervious Runoff Depth=1.18"Subcatchment 8S: Tc=6.0 min CN=80 Runoff=0.51 cfs 1,602 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=1.18"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=0.58 cfs 1,846 cf Inflow=2.06 cfs 8,600 cfReach 4R: Grove Street Outflow=2.06 cfs 8,600 cf Inflow=0.51 cfs 1,602 cfReach 5R: Earle Street Outflow=0.51 cfs 1,602 cf Avg. Flow Depth=0.26' Max Vel=3.03 fps Inflow=1.65 cfs 5,680 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=1.65 cfs 5,680 cf Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 4HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=5.27 cfs 21,143 cfReach 9R: Earle Street Basin Outflow=5.27 cfs 21,143 cf Inflow=0.50 cfs 2,920 cfReach 11R: Lot 4 Outflow=0.50 cfs 2,920 cf Peak Elev=153.31' Storage=1,400 cf Inflow=0.56 cfs 1,771 cfPond 2P: Basin Primary=0.01 cfs 781 cf Secondary=0.00 cfs 0 cf Outflow=0.01 cfs 781 cf Peak Elev=220.62' Inflow=1.10 cfs 3,822 cfPond 5P: Drop Inlet 12.0" Round Culvert n=0.013 L=85.0' S=0.0471 '/' Outflow=1.10 cfs 3,822 cf Peak Elev=163.03' Inflow=0.56 cfs 1,786 cfPond 9P: PCB Primary=0.56 cfs 1,786 cf Secondary=0.00 cfs 0 cf Outflow=0.56 cfs 1,786 cf Peak Elev=157.31' Storage=505 cf Inflow=2.26 cfs 7,550 cfPond 10P: Truck Well Primary=1.35 cfs 7,567 cf Secondary=0.00 cfs 0 cf Outflow=1.35 cfs 7,567 cf Peak Elev=155.12' Inflow=2.67 cfs 12,612 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=2.67 cfs 12,612 cf Peak Elev=150.11' Inflow=3.02 cfs 13,853 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=3.02 cfs 13,853 cf Peak Elev=142.19' Inflow=3.81 cfs 16,579 cfPond 13P: CB2 18.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=3.81 cfs 16,579 cf Peak Elev=140.24' Inflow=4.68 cfs 19,297 cfPond 14P: DMH2 18.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=4.68 cfs 19,297 cf Peak Elev=140.27' Inflow=0.88 cfs 2,718 cfPond 16P: CB3 18.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=0.88 cfs 2,718 cf Peak Elev=140.60' Inflow=0.58 cfs 1,846 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=0.58 cfs 1,846 cf Peak Elev=138.89' Inflow=5.27 cfs 21,143 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=5.27 cfs 21,143 cf Total Runoff Area = 247,195 sf Runoff Volume = 32,318 cf Average Runoff Depth = 1.57" 67.53% Pervious = 166,937 sf 32.47% Impervious = 80,258 sf Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 5HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 0.50 cfs @ 12.21 hrs, Volume= 2,139 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 14,550 79 Woods/grass comb., Good, HSG D 12,519 72 Woods/grass comb., Good, HSG C 27,069 76 Weighted Average 27,069 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 74 0.0675 0.11 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.2 33 0.2700 2.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 71 0.0422 1.44 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 171 0.0100 2.86 0.56 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 1.5 139 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.3 488 Total Summary for Subcatchment 1bS: Runoff = 0.56 cfs @ 12.09 hrs, Volume= 1,771 cf, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 5,972 98 Paved parking, HSG D 2,407 79 Woods/grass comb., Good, HSG D 1,129 72 Woods/grass comb., Good, HSG C 1,236 98 Water Surface, HSG D 10,744 91 Weighted Average 3,536 32.91% Pervious Area 7,208 67.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 6HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 2aS: Runoff = 1.10 cfs @ 12.13 hrs, Volume= 3,822 cf, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 37,771 79 Woods/grass comb., Good, HSG D 1,241 98 Paved parking, HSG D 39,012 80 Weighted Average 37,771 96.82% Pervious Area 1,241 3.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.6 120 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.1 187 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.8 357 Total Summary for Subcatchment 2bS: Runoff = 0.60 cfs @ 12.09 hrs, Volume= 1,858 cf, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 8,793 79 Woods/grass comb., Good, HSG D 5,344 98 Paved parking, HSG D 14,137 86 Weighted Average 8,793 62.20% Pervious Area 5,344 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 0.56 cfs @ 12.09 hrs, Volume= 1,786 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 7HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 19,208 79 Woods/grass comb., Good, HSG D 19,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 0.90 cfs @ 12.09 hrs, Volume= 2,823 cf, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Addition Runoff = 0.94 cfs @ 12.08 hrs, Volume= 3,259 cf, Depth> 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 14,660 98 Roofs, HSG D 14,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.36 cfs @ 12.08 hrs, Volume= 1,241 cf, Depth> 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 8HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 0.88 cfs @ 12.09 hrs, Volume= 2,718 cf, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 1.37 cfs @ 12.08 hrs, Volume= 4,727 cf, Depth> 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 0.79 cfs @ 12.08 hrs, Volume= 2,726 cf, Depth> 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 9HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 0.51 cfs @ 12.09 hrs, Volume= 1,602 cf, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 15,206 79 Woods/grass comb., Good, HSG D 1,150 98 Paved parking, HSG D 16,356 80 Weighted Average 15,206 92.97% Pervious Area 1,150 7.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 0.58 cfs @ 12.09 hrs, Volume= 1,846 cf, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Rainfall=2.90" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 10HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 90,962 sf, 15.16% Impervious, Inflow Depth = 1.13" for 2 Year event Inflow = 2.06 cfs @ 12.14 hrs, Volume= 8,600 cf Outflow = 2.06 cfs @ 12.14 hrs, Volume= 8,600 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 5R: Earle Street Inflow Area = 16,356 sf, 7.03% Impervious, Inflow Depth = 1.18" for 2 Year event Inflow = 0.51 cfs @ 12.09 hrs, Volume= 1,602 cf Outflow = 0.51 cfs @ 12.09 hrs, Volume= 1,602 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 6R: Roadside swale Inflow Area = 53,149 sf, 12.39% Impervious, Inflow Depth = 1.28" for 2 Year event Inflow = 1.65 cfs @ 12.11 hrs, Volume= 5,680 cf Outflow = 1.65 cfs @ 12.12 hrs, Volume= 5,680 cf, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Max. Velocity= 3.03 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.91 fps, Avg. Travel Time= 2.7 min Peak Storage= 81 cf @ 12.12 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 11HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 9R: Earle Street Basin Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 1.81" for 2 Year event Inflow = 5.27 cfs @ 12.09 hrs, Volume= 21,143 cf Outflow = 5.27 cfs @ 12.09 hrs, Volume= 21,143 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 11R: Lot 4 Inflow Area = 37,813 sf, 19.06% Impervious, Inflow Depth = 0.93" for 2 Year event Inflow = 0.50 cfs @ 12.21 hrs, Volume= 2,920 cf Outflow = 0.50 cfs @ 12.21 hrs, Volume= 2,920 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Pond 2P: Basin Inflow Area = 10,744 sf, 67.09% Impervious, Inflow Depth = 1.98" for 2 Year event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 1,771 cf Outflow = 0.01 cfs @ 17.60 hrs, Volume= 781 cf, Atten= 98%, Lag= 330.8 min Primary = 0.01 cfs @ 17.60 hrs, Volume= 781 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 153.31' @ 17.60 hrs Surf.Area= 1,451 sf Storage= 1,400 cf Plug-Flow detention time= 797.5 min calculated for 781 cf (44% of inflow) Center-of-Mass det. time= 679.4 min ( 1,485.6 - 806.2 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 150.00 1,236 0.0 0 0 151.00 1,236 40.0 494 494 153.00 1,236 20.0 494 989 154.00 1,940 100.0 1,588 2,577 154.50 2,313 100.0 1,063 3,640 Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 12HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 150.00'8.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 150.00' / 148.44' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 153.00'2.410 in/hr Exfiltration over Surface area above 153.00' Conductivity to Groundwater Elevation = 145.00' Excluded Surface area = 1,236 sf #3 Device 1 153.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 154.00'10.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.01 cfs @ 17.60 hrs HW=153.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 2.29 cfs potential flow) 2=Exfiltration ( Controls 0.01 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=150.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Drop Inlet Inflow Area = 39,012 sf, 3.18% Impervious, Inflow Depth = 1.18" for 2 Year event Inflow = 1.10 cfs @ 12.13 hrs, Volume= 3,822 cf Outflow = 1.10 cfs @ 12.13 hrs, Volume= 3,822 cf, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.13 hrs, Volume= 3,822 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 220.62' @ 12.13 hrs Flood Elev= 224.00' Device Routing Invert Outlet Devices #1 Primary 220.00'12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 220.00' / 216.00' S= 0.0471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.09 cfs @ 12.13 hrs HW=220.62' TW=216.26' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.09 cfs @ 2.12 fps) Summary for Pond 9P: PCB Inflow Area = 19,208 sf, 0.00% Impervious, Inflow Depth = 1.12" for 2 Year event Inflow = 0.56 cfs @ 12.09 hrs, Volume= 1,786 cf Outflow = 0.56 cfs @ 12.09 hrs, Volume= 1,786 cf, Atten= 0%, Lag= 0.0 min Primary = 0.56 cfs @ 12.09 hrs, Volume= 1,786 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 13HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 163.03' @ 12.09 hrs Flood Elev= 163.50' Device Routing Invert Outlet Devices #1 Primary 159.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 159.00' / 154.50' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 163.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #3 Secondary 163.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.56 cfs @ 12.09 hrs HW=163.03' TW=155.11' (Dynamic Tailwater) 1=Culvert (Passes 0.56 cfs of 5.61 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.56 cfs @ 0.58 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=159.04' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 10P: Truck Well Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 1.86" for 2 Year event Inflow = 2.26 cfs @ 12.09 hrs, Volume= 7,550 cf Outflow = 1.35 cfs @ 12.25 hrs, Volume= 7,567 cf, Atten= 40%, Lag= 9.5 min Primary = 1.35 cfs @ 12.25 hrs, Volume= 7,567 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 157.31' @ 12.20 hrs Surf.Area= 698 sf Storage= 505 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.4 min ( 792.2 - 790.8 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 14HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.35 cfs @ 12.25 hrs HW=157.28' TW=154.81' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.35 cfs @ 3.87 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=156.00' TW=139.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: DMH1 Inflow Area = 82,514 sf, 47.65% Impervious, Inflow Depth > 1.83" for 2 Year event Inflow = 2.67 cfs @ 12.10 hrs, Volume= 12,612 cf Outflow = 2.67 cfs @ 12.10 hrs, Volume= 12,612 cf, Atten= 0%, Lag= 0.0 min Primary = 2.67 cfs @ 12.10 hrs, Volume= 12,612 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 155.12' @ 12.10 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.67 cfs @ 12.10 hrs HW=155.12' TW=150.10' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.67 cfs @ 3.40 fps) Summary for Pond 12P: CB1 Inflow Area = 88,097 sf, 50.97% Impervious, Inflow Depth > 1.89" for 2 Year event Inflow = 3.02 cfs @ 12.10 hrs, Volume= 13,853 cf Outflow = 3.02 cfs @ 12.10 hrs, Volume= 13,853 cf, Atten= 0%, Lag= 0.0 min Primary = 3.02 cfs @ 12.10 hrs, Volume= 13,853 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 150.11' @ 12.10 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.02 cfs @ 12.10 hrs HW=150.10' TW=142.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.02 cfs @ 3.84 fps) Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 15HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 13P: CB2 Inflow Area = 100,359 sf, 56.96% Impervious, Inflow Depth > 1.98" for 2 Year event Inflow = 3.81 cfs @ 12.09 hrs, Volume= 16,579 cf Outflow = 3.81 cfs @ 12.09 hrs, Volume= 16,579 cf, Atten= 0%, Lag= 0.0 min Primary = 3.81 cfs @ 12.09 hrs, Volume= 16,579 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 142.19' @ 12.09 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.79 cfs @ 12.09 hrs HW=142.19' TW=140.24' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.79 cfs @ 2.79 fps) Summary for Pond 14P: DMH2 Inflow Area = 121,037 sf, 53.20% Impervious, Inflow Depth > 1.91" for 2 Year event Inflow = 4.68 cfs @ 12.09 hrs, Volume= 19,297 cf Outflow = 4.68 cfs @ 12.09 hrs, Volume= 19,297 cf, Atten= 0%, Lag= 0.0 min Primary = 4.68 cfs @ 12.09 hrs, Volume= 19,297 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.24' @ 12.09 hrs Flood Elev= 143.90' Device Routing Invert Outlet Devices #1 Primary 139.00'18.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.66 cfs @ 12.09 hrs HW=140.24' TW=138.89' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.66 cfs @ 2.99 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth = 1.58" for 2 Year event Inflow = 0.88 cfs @ 12.09 hrs, Volume= 2,718 cf Outflow = 0.88 cfs @ 12.09 hrs, Volume= 2,718 cf, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.09 hrs, Volume= 2,718 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.27' @ 12.09 hrs Flood Elev= 142.69' Type III 24-hr 2 Year Rainfall=2.90"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 16HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.17'18.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=0.92 cfs @ 12.09 hrs HW=140.27' TW=140.24' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.92 cfs @ 0.66 fps) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 1.18" for 2 Year event Inflow = 0.58 cfs @ 12.09 hrs, Volume= 1,846 cf Outflow = 0.58 cfs @ 12.09 hrs, Volume= 1,846 cf, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.09 hrs, Volume= 1,846 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.60' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.58 cfs @ 12.09 hrs HW=140.60' TW=138.89' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.58 cfs @ 2.91 fps) Summary for Pond DMH55: Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 1.81" for 2 Year event Inflow = 5.27 cfs @ 12.09 hrs, Volume= 21,143 cf Outflow = 5.27 cfs @ 12.09 hrs, Volume= 21,143 cf, Atten= 0%, Lag= 0.0 min Primary = 5.27 cfs @ 12.09 hrs, Volume= 21,143 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 138.89' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=5.24 cfs @ 12.09 hrs HW=138.89' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.24 cfs @ 3.39 fps) Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 17HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=2.00-72.00 hrs, dt=0.02 hrs, 3501 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=27,069 sf 0.00% Impervious Runoff Depth=2.05"Subcatchment 1aS: Flow Length=488' Tc=14.3 min CN=76 Runoff=1.14 cfs 4,625 cf Runoff Area=10,744 sf 67.09% Impervious Runoff Depth=3.40"Subcatchment 1bS: Tc=6.0 min CN=91 Runoff=0.95 cfs 3,046 cf Runoff Area=39,012 sf 3.18% Impervious Runoff Depth=2.38"Subcatchment 2aS: Flow Length=357' Tc=8.8 min CN=80 Runoff=2.26 cfs 7,726 cf Runoff Area=14,137 sf 37.80% Impervious Runoff Depth=2.91"Subcatchment 2bS: Tc=6.0 min CN=86 Runoff=1.10 cfs 3,430 cf Runoff Area=19,208 sf 0.00% Impervious Runoff Depth=2.29"Subcatchment 3aS: Tc=6.0 min CN=79 Runoff=1.18 cfs 3,670 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=2.46"Subcatchment 3bS: Tc=6.0 min CN=81 Runoff=1.81 cfs 5,618 cf Runoff Area=14,660 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 3cS: Addition Tc=6.0 min CN=98 Runoff=1.44 cfs 5,078 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.55 cfs 1,934 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth=2.91"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=1.60 cfs 5,017 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=2.09 cfs 7,366 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>4.16"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=1.21 cfs 4,248 cf Runoff Area=16,356 sf 7.03% Impervious Runoff Depth=2.38"Subcatchment 8S: Tc=6.0 min CN=80 Runoff=1.05 cfs 3,239 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=2.38"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=1.20 cfs 3,731 cf Inflow=4.25 cfs 17,835 cfReach 4R: Grove Street Outflow=4.25 cfs 17,835 cf Inflow=1.05 cfs 3,239 cfReach 5R: Earle Street Outflow=1.05 cfs 3,239 cf Avg. Flow Depth=0.41' Max Vel=3.82 fps Inflow=3.29 cfs 11,156 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=3.28 cfs 11,156 cf Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 18HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=8.37 cfs 36,683 cfReach 9R: Earle Street Basin Outflow=8.37 cfs 36,683 cf Inflow=1.15 cfs 6,679 cfReach 11R: Lot 4 Outflow=1.15 cfs 6,679 cf Peak Elev=153.52' Storage=1,726 cf Inflow=0.95 cfs 3,046 cfPond 2P: Basin Primary=0.29 cfs 2,054 cf Secondary=0.00 cfs 0 cf Outflow=0.29 cfs 2,054 cf Peak Elev=221.07' Inflow=2.26 cfs 7,726 cfPond 5P: Drop Inlet 12.0" Round Culvert n=0.013 L=85.0' S=0.0471 '/' Outflow=2.26 cfs 7,726 cf Peak Elev=163.05' Inflow=1.18 cfs 3,670 cfPond 9P: PCB Primary=1.18 cfs 3,670 cf Secondary=0.00 cfs 0 cf Outflow=1.18 cfs 3,670 cf Peak Elev=158.50' Storage=1,815 cf Inflow=3.91 cfs 12,983 cfPond 10P: Truck Well Primary=1.61 cfs 13,005 cf Secondary=0.00 cfs 0 cf Outflow=1.61 cfs 13,005 cf Peak Elev=155.96' Inflow=3.82 cfs 21,753 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=3.82 cfs 21,753 cf Peak Elev=151.22' Inflow=4.36 cfs 23,687 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=4.36 cfs 23,687 cf Peak Elev=142.54' Inflow=5.57 cfs 27,935 cfPond 13P: CB2 18.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=5.57 cfs 27,935 cf Peak Elev=140.89' Inflow=7.17 cfs 32,951 cfPond 14P: DMH2 18.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=7.17 cfs 32,951 cf Peak Elev=140.96' Inflow=1.60 cfs 5,017 cfPond 16P: CB3 18.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=1.60 cfs 5,017 cf Peak Elev=140.82' Inflow=1.20 cfs 3,731 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=1.20 cfs 3,731 cf Peak Elev=139.20' Inflow=8.37 cfs 36,683 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=8.37 cfs 36,683 cf Total Runoff Area = 247,195 sf Runoff Volume = 58,727 cf Average Runoff Depth = 2.85" 67.53% Pervious = 166,937 sf 32.47% Impervious = 80,258 sf Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 19HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 1.14 cfs @ 12.20 hrs, Volume= 4,625 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 14,550 79 Woods/grass comb., Good, HSG D 12,519 72 Woods/grass comb., Good, HSG C 27,069 76 Weighted Average 27,069 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 74 0.0675 0.11 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.2 33 0.2700 2.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 71 0.0422 1.44 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 171 0.0100 2.86 0.56 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 1.5 139 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.3 488 Total Summary for Subcatchment 1bS: Runoff = 0.95 cfs @ 12.09 hrs, Volume= 3,046 cf, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 5,972 98 Paved parking, HSG D 2,407 79 Woods/grass comb., Good, HSG D 1,129 72 Woods/grass comb., Good, HSG C 1,236 98 Water Surface, HSG D 10,744 91 Weighted Average 3,536 32.91% Pervious Area 7,208 67.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 20HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 2aS: Runoff = 2.26 cfs @ 12.13 hrs, Volume= 7,726 cf, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 37,771 79 Woods/grass comb., Good, HSG D 1,241 98 Paved parking, HSG D 39,012 80 Weighted Average 37,771 96.82% Pervious Area 1,241 3.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.6 120 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.1 187 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.8 357 Total Summary for Subcatchment 2bS: Runoff = 1.10 cfs @ 12.09 hrs, Volume= 3,430 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 8,793 79 Woods/grass comb., Good, HSG D 5,344 98 Paved parking, HSG D 14,137 86 Weighted Average 8,793 62.20% Pervious Area 5,344 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 1.18 cfs @ 12.09 hrs, Volume= 3,670 cf, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 21HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 19,208 79 Woods/grass comb., Good, HSG D 19,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 1.81 cfs @ 12.09 hrs, Volume= 5,618 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Addition Runoff = 1.44 cfs @ 12.08 hrs, Volume= 5,078 cf, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 14,660 98 Roofs, HSG D 14,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.55 cfs @ 12.08 hrs, Volume= 1,934 cf, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 22HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 1.60 cfs @ 12.09 hrs, Volume= 5,017 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 2.09 cfs @ 12.08 hrs, Volume= 7,366 cf, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 1.21 cfs @ 12.08 hrs, Volume= 4,248 cf, Depth> 4.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 23HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 1.05 cfs @ 12.09 hrs, Volume= 3,239 cf, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 15,206 79 Woods/grass comb., Good, HSG D 1,150 98 Paved parking, HSG D 16,356 80 Weighted Average 15,206 92.97% Pervious Area 1,150 7.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 1.20 cfs @ 12.09 hrs, Volume= 3,731 cf, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Rainfall=4.40" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 24HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 90,962 sf, 15.16% Impervious, Inflow Depth = 2.35" for 10 Year event Inflow = 4.25 cfs @ 12.13 hrs, Volume= 17,835 cf Outflow = 4.25 cfs @ 12.13 hrs, Volume= 17,835 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 5R: Earle Street Inflow Area = 16,356 sf, 7.03% Impervious, Inflow Depth = 2.38" for 10 Year event Inflow = 1.05 cfs @ 12.09 hrs, Volume= 3,239 cf Outflow = 1.05 cfs @ 12.09 hrs, Volume= 3,239 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 6R: Roadside swale Inflow Area = 53,149 sf, 12.39% Impervious, Inflow Depth = 2.52" for 10 Year event Inflow = 3.29 cfs @ 12.11 hrs, Volume= 11,156 cf Outflow = 3.28 cfs @ 12.12 hrs, Volume= 11,156 cf, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Max. Velocity= 3.82 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 2.3 min Peak Storage= 129 cf @ 12.12 hrs Average Depth at Peak Storage= 0.41' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 25HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 9R: Earle Street Basin Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 3.15" for 10 Year event Inflow = 8.37 cfs @ 12.09 hrs, Volume= 36,683 cf Outflow = 8.37 cfs @ 12.09 hrs, Volume= 36,683 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 11R: Lot 4 Inflow Area = 37,813 sf, 19.06% Impervious, Inflow Depth = 2.12" for 10 Year event Inflow = 1.15 cfs @ 12.20 hrs, Volume= 6,679 cf Outflow = 1.15 cfs @ 12.20 hrs, Volume= 6,679 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Pond 2P: Basin Inflow Area = 10,744 sf, 67.09% Impervious, Inflow Depth = 3.40" for 10 Year event Inflow = 0.95 cfs @ 12.09 hrs, Volume= 3,046 cf Outflow = 0.29 cfs @ 12.41 hrs, Volume= 2,054 cf, Atten= 70%, Lag= 19.5 min Primary = 0.29 cfs @ 12.41 hrs, Volume= 2,054 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 153.52' @ 12.41 hrs Surf.Area= 1,602 sf Storage= 1,726 cf Plug-Flow detention time= 547.4 min calculated for 2,054 cf (67% of inflow) Center-of-Mass det. time= 452.1 min ( 1,243.2 - 791.1 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 150.00 1,236 0.0 0 0 151.00 1,236 40.0 494 494 153.00 1,236 20.0 494 989 154.00 1,940 100.0 1,588 2,577 154.50 2,313 100.0 1,063 3,640 Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 26HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 150.00'8.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 150.00' / 148.44' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 153.00'2.410 in/hr Exfiltration over Surface area above 153.00' Conductivity to Groundwater Elevation = 145.00' Excluded Surface area = 1,236 sf #3 Device 1 153.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 154.00'10.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.28 cfs @ 12.41 hrs HW=153.52' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.28 cfs of 2.37 cfs potential flow) 2=Exfiltration ( Controls 0.02 cfs) 3=Orifice/Grate (Weir Controls 0.26 cfs @ 0.45 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=150.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Drop Inlet Inflow Area = 39,012 sf, 3.18% Impervious, Inflow Depth = 2.38" for 10 Year event Inflow = 2.26 cfs @ 12.13 hrs, Volume= 7,726 cf Outflow = 2.26 cfs @ 12.13 hrs, Volume= 7,726 cf, Atten= 0%, Lag= 0.0 min Primary = 2.26 cfs @ 12.13 hrs, Volume= 7,726 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 221.07' @ 12.13 hrs Flood Elev= 224.00' Device Routing Invert Outlet Devices #1 Primary 220.00'12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 220.00' / 216.00' S= 0.0471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.25 cfs @ 12.13 hrs HW=221.07' TW=216.41' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.25 cfs @ 2.87 fps) Summary for Pond 9P: PCB Inflow Area = 19,208 sf, 0.00% Impervious, Inflow Depth = 2.29" for 10 Year event Inflow = 1.18 cfs @ 12.09 hrs, Volume= 3,670 cf Outflow = 1.18 cfs @ 12.09 hrs, Volume= 3,670 cf, Atten= 0%, Lag= 0.0 min Primary = 1.18 cfs @ 12.09 hrs, Volume= 3,670 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 27HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 163.05' @ 12.09 hrs Flood Elev= 163.50' Device Routing Invert Outlet Devices #1 Primary 159.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 159.00' / 154.50' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 163.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #3 Secondary 163.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.17 cfs @ 12.09 hrs HW=163.05' TW=155.94' (Dynamic Tailwater) 1=Culvert (Passes 1.17 cfs of 5.61 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.17 cfs @ 0.75 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=159.04' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 10P: Truck Well Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 3.20" for 10 Year event Inflow = 3.91 cfs @ 12.09 hrs, Volume= 12,983 cf Outflow = 1.61 cfs @ 12.46 hrs, Volume= 13,005 cf, Atten= 59%, Lag= 22.7 min Primary = 1.61 cfs @ 12.46 hrs, Volume= 13,005 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 158.50' @ 12.31 hrs Surf.Area= 1,883 sf Storage= 1,815 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.3 min ( 788.3 - 783.1 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 28HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.61 cfs @ 12.46 hrs HW=158.40' TW=154.90' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.61 cfs @ 4.60 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=156.00' TW=139.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11P: DMH1 Inflow Area = 82,514 sf, 47.65% Impervious, Inflow Depth > 3.16" for 10 Year event Inflow = 3.82 cfs @ 12.10 hrs, Volume= 21,753 cf Outflow = 3.82 cfs @ 12.10 hrs, Volume= 21,753 cf, Atten= 0%, Lag= 0.0 min Primary = 3.82 cfs @ 12.10 hrs, Volume= 21,753 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 155.96' @ 12.10 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.81 cfs @ 12.10 hrs HW=155.95' TW=151.20' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.81 cfs @ 4.85 fps) Summary for Pond 12P: CB1 Inflow Area = 88,097 sf, 50.97% Impervious, Inflow Depth > 3.23" for 10 Year event Inflow = 4.36 cfs @ 12.09 hrs, Volume= 23,687 cf Outflow = 4.36 cfs @ 12.09 hrs, Volume= 23,687 cf, Atten= 0%, Lag= 0.0 min Primary = 4.36 cfs @ 12.09 hrs, Volume= 23,687 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 151.22' @ 12.09 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=4.35 cfs @ 12.09 hrs HW=151.20' TW=142.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.35 cfs @ 5.53 fps) Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 29HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 13P: CB2 Inflow Area = 100,359 sf, 56.96% Impervious, Inflow Depth > 3.34" for 10 Year event Inflow = 5.57 cfs @ 12.09 hrs, Volume= 27,935 cf Outflow = 5.57 cfs @ 12.09 hrs, Volume= 27,935 cf, Atten= 0%, Lag= 0.0 min Primary = 5.57 cfs @ 12.09 hrs, Volume= 27,935 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 142.54' @ 12.09 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.54 cfs @ 12.09 hrs HW=142.53' TW=140.88' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.54 cfs @ 3.20 fps) Summary for Pond 14P: DMH2 Inflow Area = 121,037 sf, 53.20% Impervious, Inflow Depth > 3.27" for 10 Year event Inflow = 7.17 cfs @ 12.09 hrs, Volume= 32,951 cf Outflow = 7.17 cfs @ 12.09 hrs, Volume= 32,951 cf, Atten= 0%, Lag= 0.0 min Primary = 7.17 cfs @ 12.09 hrs, Volume= 32,951 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.89' @ 12.09 hrs Flood Elev= 143.90' Device Routing Invert Outlet Devices #1 Primary 139.00'18.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.13 cfs @ 12.09 hrs HW=140.88' TW=139.19' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.13 cfs @ 4.03 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth = 2.91" for 10 Year event Inflow = 1.60 cfs @ 12.09 hrs, Volume= 5,017 cf Outflow = 1.60 cfs @ 12.09 hrs, Volume= 5,017 cf, Atten= 0%, Lag= 0.0 min Primary = 1.60 cfs @ 12.09 hrs, Volume= 5,017 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.96' @ 12.09 hrs Flood Elev= 142.69' Type III 24-hr 10 Year Rainfall=4.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 30HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.17'18.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.77 cfs @ 12.09 hrs HW=140.95' TW=140.88' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.77 cfs @ 1.00 fps) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 2.38" for 10 Year event Inflow = 1.20 cfs @ 12.09 hrs, Volume= 3,731 cf Outflow = 1.20 cfs @ 12.09 hrs, Volume= 3,731 cf, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.09 hrs, Volume= 3,731 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 140.82' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.09 hrs HW=140.82' TW=139.19' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.19 cfs @ 3.37 fps) Summary for Pond DMH55: Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 3.15" for 10 Year event Inflow = 8.37 cfs @ 12.09 hrs, Volume= 36,683 cf Outflow = 8.37 cfs @ 12.09 hrs, Volume= 36,683 cf, Atten= 0%, Lag= 0.0 min Primary = 8.37 cfs @ 12.09 hrs, Volume= 36,683 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 139.20' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=8.32 cfs @ 12.09 hrs HW=139.19' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.32 cfs @ 3.87 fps) Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 31HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Time span=2.00-72.00 hrs, dt=0.02 hrs, 3501 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=27,069 sf 0.00% Impervious Runoff Depth=3.73"Subcatchment 1aS: Flow Length=488' Tc=14.3 min CN=76 Runoff=2.09 cfs 8,409 cf Runoff Area=10,744 sf 67.09% Impervious Runoff Depth=5.35"Subcatchment 1bS: Tc=6.0 min CN=91 Runoff=1.45 cfs 4,789 cf Runoff Area=39,012 sf 3.18% Impervious Runoff Depth=4.14"Subcatchment 2aS: Flow Length=357' Tc=8.8 min CN=80 Runoff=3.93 cfs 13,472 cf Runoff Area=14,137 sf 37.80% Impervious Runoff Depth=4.79"Subcatchment 2bS: Tc=6.0 min CN=86 Runoff=1.77 cfs 5,644 cf Runoff Area=19,208 sf 0.00% Impervious Runoff Depth=4.04"Subcatchment 3aS: Tc=6.0 min CN=79 Runoff=2.08 cfs 6,465 cf Runoff Area=27,383 sf 12.40% Impervious Runoff Depth=4.25"Subcatchment 3bS: Tc=6.0 min CN=81 Runoff=3.10 cfs 9,698 cf Runoff Area=14,660 sf 100.00% Impervious Runoff Depth>6.14"Subcatchment 3cS: Addition Tc=6.0 min CN=98 Runoff=2.11 cfs 7,499 cf Runoff Area=5,583 sf 100.00% Impervious Runoff Depth>6.14"Subcatchment 4S: Tc=6.0 min CN=98 Runoff=0.80 cfs 2,856 cf Runoff Area=20,678 sf 34.95% Impervious Runoff Depth=4.79"Subcatchment 5S: Tc=6.0 min CN=86 Runoff=2.59 cfs 8,255 cf Runoff Area=21,263 sf 100.00% Impervious Runoff Depth>6.14"Subcatchment 6S: Building Tc=6.0 min CN=98 Runoff=3.06 cfs 10,877 cf Runoff Area=12,262 sf 100.00% Impervious Runoff Depth>6.14"Subcatchment 7S: Tc=6.0 min CN=98 Runoff=1.76 cfs 6,273 cf Runoff Area=16,356 sf 7.03% Impervious Runoff Depth=4.14"Subcatchment 8S: Tc=6.0 min CN=80 Runoff=1.81 cfs 5,648 cf Runoff Area=18,840 sf 4.90% Impervious Runoff Depth=4.14"Subcatchment A-CB58: Flow Length=285' Tc=6.0 min CN=80 Runoff=2.09 cfs 6,506 cf Inflow=8.71 cfs 31,322 cfReach 4R: Grove Street Outflow=8.71 cfs 31,322 cf Inflow=1.81 cfs 5,648 cfReach 5R: Earle Street Outflow=1.81 cfs 5,648 cf Avg. Flow Depth=0.58' Max Vel=4.51 fps Inflow=5.58 cfs 19,116 cfReach 6R: Roadside swale n=0.035 L=150.0' S=0.0400 '/' Capacity=37.07 cfs Outflow=5.57 cfs 19,116 cf Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 32HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Inflow=12.41 cfs 58,441 cfReach 9R: Earle Street Basin Outflow=12.41 cfs 58,441 cf Inflow=3.18 cfs 12,206 cfReach 11R: Lot 4 Outflow=3.18 cfs 12,206 cf Peak Elev=153.56' Storage=1,790 cf Inflow=1.45 cfs 4,789 cfPond 2P: Basin Primary=1.43 cfs 3,797 cf Secondary=0.00 cfs 0 cf Outflow=1.43 cfs 3,797 cf Peak Elev=222.23' Inflow=3.93 cfs 13,472 cfPond 5P: Drop Inlet 12.0" Round Culvert n=0.013 L=85.0' S=0.0471 '/' Outflow=3.93 cfs 13,472 cf Peak Elev=163.08' Inflow=2.08 cfs 6,465 cfPond 9P: PCB Primary=2.08 cfs 6,465 cf Secondary=0.00 cfs 0 cf Outflow=2.08 cfs 6,465 cf Peak Elev=159.45' Storage=4,395 cf Inflow=6.16 cfs 20,575 cfPond 10P: Truck Well Primary=1.80 cfs 20,454 cf Secondary=0.26 cfs 134 cf Outflow=1.99 cfs 20,587 cf Peak Elev=157.33' Inflow=5.18 cfs 34,418 cfPond 11P: DMH1 12.0" Round Culvert n=0.013 L=73.0' S=0.0704 '/' Outflow=5.18 cfs 34,418 cf Peak Elev=153.08' Inflow=5.97 cfs 37,274 cfPond 12P: CB1 12.0" Round Culvert n=0.013 L=70.0' S=0.1053 '/' Outflow=5.97 cfs 37,274 cf Peak Elev=143.48' Inflow=7.73 cfs 43,547 cfPond 13P: CB2 18.0" Round Culvert n=0.013 L=25.0' S=0.0804 '/' Outflow=7.73 cfs 43,547 cf Peak Elev=142.11' Inflow=10.32 cfs 51,935 cfPond 14P: DMH2 18.0" Round Culvert n=0.013 L=12.4' S=0.0968 '/' Outflow=10.32 cfs 51,935 cf Peak Elev=142.31' Inflow=2.59 cfs 8,389 cfPond 16P: CB3 18.0" Round Culvert n=0.013 L=13.5' S=0.0052 '/' Outflow=2.59 cfs 8,389 cf Peak Elev=141.08' Inflow=2.09 cfs 6,506 cfPond CB58: 12.0" Round Culvert n=0.013 L=15.0' S=0.0133 '/' Outflow=2.09 cfs 6,506 cf Peak Elev=139.58' Inflow=12.41 cfs 58,441 cfPond DMH55: 24.0" Round Culvert n=0.013 L=180.0' S=0.0100 '/' Outflow=12.41 cfs 58,441 cf Total Runoff Area = 247,195 sf Runoff Volume = 96,392 cf Average Runoff Depth = 4.68" 67.53% Pervious = 166,937 sf 32.47% Impervious = 80,258 sf Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 33HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1aS: Runoff = 2.09 cfs @ 12.20 hrs, Volume= 8,409 cf, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 14,550 79 Woods/grass comb., Good, HSG D 12,519 72 Woods/grass comb., Good, HSG C 27,069 76 Weighted Average 27,069 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 74 0.0675 0.11 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.2 33 0.2700 2.60 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 71 0.0422 1.44 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.0 171 0.0100 2.86 0.56 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.013 Corrugated PE, smooth interior 1.5 139 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 14.3 488 Total Summary for Subcatchment 1bS: Runoff = 1.45 cfs @ 12.08 hrs, Volume= 4,789 cf, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 5,972 98 Paved parking, HSG D 2,407 79 Woods/grass comb., Good, HSG D 1,129 72 Woods/grass comb., Good, HSG C 1,236 98 Water Surface, HSG D 10,744 91 Weighted Average 3,536 32.91% Pervious Area 7,208 67.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 34HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 2aS: Runoff = 3.93 cfs @ 12.12 hrs, Volume= 13,472 cf, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 37,771 79 Woods/grass comb., Good, HSG D 1,241 98 Paved parking, HSG D 39,012 80 Weighted Average 37,771 96.82% Pervious Area 1,241 3.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.2000 0.16 Sheet Flow, Grass: Bermuda n= 0.410 P2= 3.10" 0.6 120 0.2600 3.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.1 187 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.8 357 Total Summary for Subcatchment 2bS: Runoff = 1.77 cfs @ 12.09 hrs, Volume= 5,644 cf, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 8,793 79 Woods/grass comb., Good, HSG D 5,344 98 Paved parking, HSG D 14,137 86 Weighted Average 8,793 62.20% Pervious Area 5,344 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3aS: Runoff = 2.08 cfs @ 12.09 hrs, Volume= 6,465 cf, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 35HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 19,208 79 Woods/grass comb., Good, HSG D 19,208 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3bS: Runoff = 3.10 cfs @ 12.09 hrs, Volume= 9,698 cf, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 23,987 79 Woods/grass comb., Good, HSG D 3,396 98 Paved parking, HSG D 27,383 81 Weighted Average 23,987 87.60% Pervious Area 3,396 12.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3cS: Addition Runoff = 2.11 cfs @ 12.08 hrs, Volume= 7,499 cf, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 14,660 98 Roofs, HSG D 14,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4S: Runoff = 0.80 cfs @ 12.08 hrs, Volume= 2,856 cf, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 36HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 5,583 98 Paved parking, HSG D 5,583 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5S: Runoff = 2.59 cfs @ 12.09 hrs, Volume= 8,255 cf, Depth= 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 13,451 79 Woods/grass comb., Good, HSG D 7,227 98 Paved parking, HSG D 20,678 86 Weighted Average 13,451 65.05% Pervious Area 7,227 34.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 6S: Building Runoff = 3.06 cfs @ 12.08 hrs, Volume= 10,877 cf, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 21,263 98 Roofs, HSG D 21,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Runoff = 1.76 cfs @ 12.08 hrs, Volume= 6,273 cf, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 37HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Area (sf) CN Description 12,262 98 Paved parking, HSG D 12,262 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 8S: Runoff = 1.81 cfs @ 12.09 hrs, Volume= 5,648 cf, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 15,206 79 Woods/grass comb., Good, HSG D 1,150 98 Paved parking, HSG D 16,356 80 Weighted Average 15,206 92.97% Pervious Area 1,150 7.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment A-CB58: Runoff = 2.09 cfs @ 12.09 hrs, Volume= 6,506 cf, Depth= 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 924 98 Paved parking & roofs 14,770 79 50-75% Grass cover, Fair, HSG C 3,146 79 Remainder of former parking 18,840 80 Weighted Average 17,916 95.10% Pervious Area 924 4.90% Impervious Area Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 38HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 60 0.3300 0.32 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.3 30 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.3 80 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 115 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.9 Direct Entry, Bring up to minimum 6.0 285 Total Summary for Reach 4R: Grove Street Inflow Area = 90,962 sf, 15.16% Impervious, Inflow Depth = 4.13" for 100 Year event Inflow = 8.71 cfs @ 12.12 hrs, Volume= 31,322 cf Outflow = 8.71 cfs @ 12.12 hrs, Volume= 31,322 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 5R: Earle Street Inflow Area = 16,356 sf, 7.03% Impervious, Inflow Depth = 4.14" for 100 Year event Inflow = 1.81 cfs @ 12.09 hrs, Volume= 5,648 cf Outflow = 1.81 cfs @ 12.09 hrs, Volume= 5,648 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 6R: Roadside swale Inflow Area = 53,149 sf, 12.39% Impervious, Inflow Depth = 4.32" for 100 Year event Inflow = 5.58 cfs @ 12.11 hrs, Volume= 19,116 cf Outflow = 5.57 cfs @ 12.12 hrs, Volume= 19,116 cf, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Max. Velocity= 4.51 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.26 fps, Avg. Travel Time= 2.0 min Peak Storage= 185 cf @ 12.12 hrs Average Depth at Peak Storage= 0.58' Bank-Full Depth= 2.00' Flow Area= 5.0 sf, Capacity= 37.07 cfs 2.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 0.3 0.2 '/' Top Width= 3.00' Length= 150.0' Slope= 0.0400 '/' Inlet Invert= 216.00', Outlet Invert= 210.00' Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 39HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 9R: Earle Street Basin Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 5.01" for 100 Year event Inflow = 12.41 cfs @ 12.09 hrs, Volume= 58,441 cf Outflow = 12.41 cfs @ 12.09 hrs, Volume= 58,441 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Reach 11R: Lot 4 Inflow Area = 37,813 sf, 19.06% Impervious, Inflow Depth = 3.87" for 100 Year event Inflow = 3.18 cfs @ 12.14 hrs, Volume= 12,206 cf Outflow = 3.18 cfs @ 12.14 hrs, Volume= 12,206 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Summary for Pond 2P: Basin Inflow Area = 10,744 sf, 67.09% Impervious, Inflow Depth = 5.35" for 100 Year event Inflow = 1.45 cfs @ 12.08 hrs, Volume= 4,789 cf Outflow = 1.43 cfs @ 12.10 hrs, Volume= 3,797 cf, Atten= 1%, Lag= 1.0 min Primary = 1.43 cfs @ 12.10 hrs, Volume= 3,797 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 153.56' @ 12.10 hrs Surf.Area= 1,630 sf Storage= 1,790 cf Plug-Flow detention time= 356.5 min calculated for 3,796 cf (79% of inflow) Center-of-Mass det. time= 280.6 min ( 1,059.7 - 779.1 ) Volume Invert Avail.Storage Storage Description #1 150.00' 3,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 150.00 1,236 0.0 0 0 151.00 1,236 40.0 494 494 153.00 1,236 20.0 494 989 154.00 1,940 100.0 1,588 2,577 154.50 2,313 100.0 1,063 3,640 Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 40HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 150.00'8.0" Round Culvert L= 78.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 150.00' / 148.44' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #2 Device 1 153.00'2.410 in/hr Exfiltration over Surface area above 153.00' Conductivity to Groundwater Elevation = 145.00' Excluded Surface area = 1,236 sf #3 Device 1 153.50'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 154.00'10.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=1.43 cfs @ 12.10 hrs HW=153.56' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.43 cfs of 2.38 cfs potential flow) 2=Exfiltration ( Controls 0.02 cfs) 3=Orifice/Grate (Weir Controls 1.41 cfs @ 0.79 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=150.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 5P: Drop Inlet Inflow Area = 39,012 sf, 3.18% Impervious, Inflow Depth = 4.14" for 100 Year event Inflow = 3.93 cfs @ 12.12 hrs, Volume= 13,472 cf Outflow = 3.93 cfs @ 12.12 hrs, Volume= 13,472 cf, Atten= 0%, Lag= 0.0 min Primary = 3.93 cfs @ 12.12 hrs, Volume= 13,472 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 222.23' @ 12.12 hrs Flood Elev= 224.00' Device Routing Invert Outlet Devices #1 Primary 220.00'12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 220.00' / 216.00' S= 0.0471 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.92 cfs @ 12.12 hrs HW=222.22' TW=216.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.92 cfs @ 4.99 fps) Summary for Pond 9P: PCB Inflow Area = 19,208 sf, 0.00% Impervious, Inflow Depth = 4.04" for 100 Year event Inflow = 2.08 cfs @ 12.09 hrs, Volume= 6,465 cf Outflow = 2.08 cfs @ 12.09 hrs, Volume= 6,465 cf, Atten= 0%, Lag= 0.0 min Primary = 2.08 cfs @ 12.09 hrs, Volume= 6,465 cf Secondary= 0.00 cfs @ 2.00 hrs, Volume= 0 cf Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 41HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 163.08' @ 12.09 hrs Flood Elev= 163.50' Device Routing Invert Outlet Devices #1 Primary 159.00'12.0" Round Culvert L= 225.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 159.00' / 154.50' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 163.00'2.5" x 2.5" Horiz. Orifice/Grate X 6.00 columns X 6 rows C= 0.600 Limited to weir flow at low heads #3 Secondary 163.50'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.06 cfs @ 12.09 hrs HW=163.08' TW=157.29' (Dynamic Tailwater) 1=Culvert (Passes 2.06 cfs of 5.06 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.06 cfs @ 0.90 fps) Secondary OutFlow Max=0.00 cfs @ 2.00 hrs HW=159.04' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 10P: Truck Well Inflow Area = 48,646 sf, 50.69% Impervious, Inflow Depth > 5.08" for 100 Year event Inflow = 6.16 cfs @ 12.09 hrs, Volume= 20,575 cf Outflow = 1.99 cfs @ 12.40 hrs, Volume= 20,587 cf, Atten= 68%, Lag= 18.7 min Primary = 1.80 cfs @ 12.59 hrs, Volume= 20,454 cf Secondary= 0.26 cfs @ 12.39 hrs, Volume= 134 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 159.45' @ 12.39 hrs Surf.Area= 3,534 sf Storage= 4,395 cf Flood Elev= 160.00' Surf.Area= 4,492 sf Storage= 6,612 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.8 min ( 788.9 - 776.0 ) Volume Invert Avail.Storage Storage Description #1 156.00' 6,612 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 156.00 70 0 0 158.00 1,025 1,095 1,095 160.00 4,492 5,517 6,612 Device Routing Invert Outlet Devices #1 Primary 154.00'8.0" Round Culvert L= 162.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 154.00' / 153.92' S= 0.0005 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 42HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC #2 Secondary 159.40'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.80 cfs @ 12.59 hrs HW=159.34' TW=154.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.80 cfs @ 5.15 fps) Secondary OutFlow Max=0.26 cfs @ 12.39 hrs HW=159.45' TW=140.34' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.26 cfs @ 0.54 fps) Summary for Pond 11P: DMH1 Inflow Area = 82,514 sf, 47.65% Impervious, Inflow Depth > 5.01" for 100 Year event Inflow = 5.18 cfs @ 12.09 hrs, Volume= 34,418 cf Outflow = 5.18 cfs @ 12.09 hrs, Volume= 34,418 cf, Atten= 0%, Lag= 0.0 min Primary = 5.18 cfs @ 12.09 hrs, Volume= 34,418 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 157.33' @ 12.09 hrs Flood Elev= 159.55' Device Routing Invert Outlet Devices #1 Primary 153.82'12.0" Round Culvert L= 73.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 153.82' / 148.68' S= 0.0704 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.16 cfs @ 12.09 hrs HW=157.31' TW=153.05' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.16 cfs @ 6.57 fps) Summary for Pond 12P: CB1 Inflow Area = 88,097 sf, 50.97% Impervious, Inflow Depth > 5.08" for 100 Year event Inflow = 5.97 cfs @ 12.09 hrs, Volume= 37,274 cf Outflow = 5.97 cfs @ 12.09 hrs, Volume= 37,274 cf, Atten= 0%, Lag= 0.0 min Primary = 5.97 cfs @ 12.09 hrs, Volume= 37,274 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 153.08' @ 12.09 hrs Flood Elev= 154.80' Device Routing Invert Outlet Devices #1 Primary 148.58'12.0" Round Culvert L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 148.58' / 141.21' S= 0.1053 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=5.95 cfs @ 12.09 hrs HW=153.05' TW=143.42' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.95 cfs @ 7.57 fps) Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 43HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 13P: CB2 Inflow Area = 100,359 sf, 56.96% Impervious, Inflow Depth > 5.21" for 100 Year event Inflow = 7.73 cfs @ 12.09 hrs, Volume= 43,547 cf Outflow = 7.73 cfs @ 12.09 hrs, Volume= 43,547 cf, Atten= 0%, Lag= 0.0 min Primary = 7.73 cfs @ 12.09 hrs, Volume= 43,547 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 143.48' @ 12.09 hrs Flood Elev= 146.74' Device Routing Invert Outlet Devices #1 Primary 141.11'18.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 141.11' / 139.10' S= 0.0804 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.81 cfs @ 12.09 hrs HW=143.43' TW=142.08' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.81 cfs @ 4.42 fps) Summary for Pond 14P: DMH2 Inflow Area = 121,037 sf, 53.20% Impervious, Inflow Depth > 5.15" for 100 Year event Inflow = 10.32 cfs @ 12.09 hrs, Volume= 51,935 cf Outflow = 10.32 cfs @ 12.09 hrs, Volume= 51,935 cf, Atten= 0%, Lag= 0.0 min Primary = 10.32 cfs @ 12.09 hrs, Volume= 51,935 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 142.11' @ 12.09 hrs Flood Elev= 143.90' Device Routing Invert Outlet Devices #1 Primary 139.00'18.0" Round Culvert L= 12.4' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.00' / 137.80' S= 0.0968 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=10.26 cfs @ 12.09 hrs HW=142.08' TW=139.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.26 cfs @ 5.81 fps) Summary for Pond 16P: CB3 Inflow Area = 20,678 sf, 34.95% Impervious, Inflow Depth = 4.87" for 100 Year event Inflow = 2.59 cfs @ 12.09 hrs, Volume= 8,389 cf Outflow = 2.59 cfs @ 12.09 hrs, Volume= 8,389 cf, Atten= 0%, Lag= 0.0 min Primary = 2.59 cfs @ 12.09 hrs, Volume= 8,389 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 142.31' @ 12.08 hrs Flood Elev= 142.69' Type III 24-hr 100 Year Rainfall=6.40"Proposed Conditions 7-31-18 Printed 8/2/2018Prepared by T Reynolds Engineering Page 44HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 139.17'18.0" Round Culvert L= 13.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 139.17' / 139.10' S= 0.0052 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=2.98 cfs @ 12.09 hrs HW=142.28' TW=142.09' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.98 cfs @ 1.69 fps) Summary for Pond CB58: Inflow Area = 18,840 sf, 4.90% Impervious, Inflow Depth = 4.14" for 100 Year event Inflow = 2.09 cfs @ 12.09 hrs, Volume= 6,506 cf Outflow = 2.09 cfs @ 12.09 hrs, Volume= 6,506 cf, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 12.09 hrs, Volume= 6,506 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 141.08' @ 12.09 hrs Flood Elev= 144.00' Device Routing Invert Outlet Devices #1 Primary 140.20'12.0" Round Culvert L= 15.0' Ke= 0.500 Inlet / Outlet Invert= 140.20' / 140.00' S= 0.0133 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=2.07 cfs @ 12.09 hrs HW=141.08' TW=139.57' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.07 cfs @ 3.78 fps) Summary for Pond DMH55: Inflow Area = 139,877 sf, 46.69% Impervious, Inflow Depth > 5.01" for 100 Year event Inflow = 12.41 cfs @ 12.09 hrs, Volume= 58,441 cf Outflow = 12.41 cfs @ 12.09 hrs, Volume= 58,441 cf, Atten= 0%, Lag= 0.0 min Primary = 12.41 cfs @ 12.09 hrs, Volume= 58,441 cf Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.02 hrs / 2 Peak Elev= 139.58' @ 12.09 hrs Flood Elev= 143.00' Device Routing Invert Outlet Devices #1 Primary 137.90'24.0" Round Culvert L= 180.0' Ke= 0.500 Inlet / Outlet Invert= 137.90' / 136.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=12.33 cfs @ 12.09 hrs HW=139.57' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.33 cfs @ 4.40 fps) 209 Earle Street, Northampton 11/13/2018 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix D: TSS Removal Calculation Worksheet Terrence R. Reynolds, P.E.TSS Removal Calculation WorksheetFlorence, MA 01062Name: VCA Inc. Proj. No.: 18-0301Date: 11/13/18Location: Northampton, MA Computed by: TRTreatment Train TSS Removal Basins A and B Checked by: TRABCDEBMP TSS Removal Starting TSS Amount RemainingRate Load* Removed (BxC) Load (C-D)0.10Rain Garden 90 1.00 0.9 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.90% 209 Earle Street, Northampton 11/13/2018 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 VCA Inc, Northampton, Massachusetts Best Management Practices – Maintenance/ Evaluation Checklist Construction 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 Hay Bales/Silt Fencing Once a week and immediately following any major storm event. Gravel Construction Entrance Once a week and immediately following any major storm event. Diversion Channels Once a week and immediately following any major storm event. Temporary Sedimentation Basins Once a week and immediately following any major storm event. Vegetated Slope Stabilization Once a week and immediately following any major storm event. Stormwater Control Manager Bmps Checklist.doc VCA Inc., 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 Rain Garden  Inspect pretreatment devices and rain garden cells regularly for sediment build-up, structural damage, and standing water.  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.)  Proper selection of plant species and support during establishment of vegetation should minimize—if not eliminate—the need for fertilizers and pesticides.  Remove invasive species as needed to prevent these species from spreading into the rain garden area.  Replace mulch every two years, in the early spring.  Upon failure, excavate rain garden area, scarify bottom and sides, replace filter fabric and soil, replant, and mulch. Vortsentry HS  Quarterly inspection of the sediment and oil chambers, to develop a schedule of maintenance.  The inspection and cleaning schedule should be revised based on the contaminate loads found during inspection, and cleaning should increase if required.  At a minimum, the unit should be cleaned annually to provide peak performance.  Clean unit when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than 3.6 feet, the VortSentry HS36 should be maintained to ensure effective treatment. Street Sweeping Twice a year Stormwater Control Manager 209 Earle Street, Northampton 11/13/2018 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 11/13/18 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. 209 Earle Street, Northampton 11/13/2018 152 Maplewood Terrace, Florence, MA 01062 Phone: 413-387-80787, Fax: 413-727-3477 Email: terry@treynoldsengineering.com Appendix G: Pollution Prevention Emergency Contacts Pollution Prevention Emergency Contacts Christ Community of Hampshire County Southampton, MA Name Agency Bus. Phone Cell Phone Home Phone Property Emergency Contacts Tony Clark VCA Inc. 413-587-2750 City of Northampton Contacts