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20180574 Bethesda Church SWPPP
4 The LAG ROUP Saratoga Long Alleyp•518-587-8100 Springs t 518-587-01.80 NY 12866 www.thelagroup.com Landscape Architecture&Engineering F'.C. Stormwater Pollution Prevention Plan for: Bethesda Parish House Owner/Operator(s): Bethesda Episcopal Church 26 Washington Street Saratoga Springs, NY 12866 Contact: Gordon Boyd 518-584-5980 SWPPP Contact(s): The LA Group, PC 40 Long Alley Saratoga Springs, NY 12866 1-518-587-8100 1-518-587-0180 SWPPP Preparation Date: September 24, 2015 Revised: March 3, 2020 Table of Contents 1.0 PERMIT OVERVIEW AND REQUIREMENTS 1 1.1 PERMIT OVERVIEW 1 2.0 SWPPP REVIEW,UPDATE 1 2.1 SWPPP REVIEW 1 2.2 SWPPP UPDATE 1 3.0 SITE ASSESSMENT,EVALUATION AND PLANNING 2 3.1 PROJECT LOCATION 2 3.2 PRE-DEVELOPMENT CONDITIONS 2 3.3 PROJECT SCOPE 2 3.4 RECEIVING WATERS 2 3.5 HISTORIC PRESERVATION DETERMINATION/ENVIRONMENTAL IMPACT 2 3.6 SOILS 2 4.0 EROSION AND SEDIMENT CONTROL 3 4.1 EROSION AND SEDIMENT CONTROL PRACTICES 3 4.2 EROSION AND SEDIMENT CONTROL DRAWINGS 3 4.3 CONSTRUCTION SEQUENCE OF OPERATIONS 3 4.4 EROSION AND SEDIMENT CONTROL PRACTICE MAINTENANCE 4 4.5 EROSION AND SEDIMENT CONTROL INSPECTION 5 4.6 CONTRACTOR SEQUENCE FORM 6 5.0 POST CONSTRUCTION STORMWATER MANAGEMENT PRACTICES 6 5.1 STORMWATER MANAGEMENT CONTROLS 6 5.2 POST CONSTRUCTION STORMWATER MANAGEMENT DRAWINGS 6 5.3 HYDRAULIC AND HYDROLOGIC ANALYSIS 6 5.4 COMPARISON OF PRE AND POST CONSTRUCTION STORMWATER RUNOFF 7 5.5 WATER QUALITY VOLUME 7 5.6 RUNOFF REDUCTION VOLUME 9 6.0 POST CONSTRUCTION STORMWATER MAINTENANCE 10 6.1 MECHANISM OF OPERATION AND MAINTENANCE 10 6.2 MAINTENANCE TO BE PERFORMED 10 7.0 CONSTRUCTION WASTE 11 8.0 TEMPORARY STABILIZATION FOR FROZEN CONDITIONS 11 9.0 SPILL PREVENTION PRACTICES 12 10.0 CERTIFICATIONS 16 11.0 DEFINITIONS 21 Appendices A HydroCAD Calculations and Storm Data B Soil Survey and Map Set — Location Map, Site Preparation and Demolition, Grading and Utility Plan C SWPPP Inspection Forms —SWPPP Inspection Report D Other SWPPP Forms — Construction Sequence, SWPPP Plan Changes, Spill Response Form, Stormwater Management Practice Maintenance Log E Historical Preservation/Endangered Species Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 1 .0 PERMIT OVERVIEW AND REQUIREMENTS 1.1 Permit Overview This Stormwater Pollution Prevention Plan (SWPPP) is prepared to inform the landowner and construction personnel of the measures to be implemented for controlling runoff and pollutants from the site during and after construction activities. The operator is responsible to maintain onsite in a secure location that is accessible during normal working hours to an individual performing a compliance inspection, the following information: ✓ the SWPPP, ✓ All inspection reports. Technical standards are detailed in the "New York State Standards and Specifications for Sediment and Erosion and Sediment Control (August 2010)", as well as illustrated on the Grading and Utility Plan included in Appendix B. 2.0 SWPPP REVIEW, UPDATE 2.1 SWPPP Review City of Saratoga Springs requires preparation of a SWPPP for non-residential activities disturbing 0.1 acres or more. The project is proposed to disturb 0.40 acres. Project review will be conducted by the City of Saratoga Springs. 2.2 SWPPP Update The permittee identified in this SWPPP shall amend the SWPPP under the following conditions: ✓ Whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharge from the site ✓ Whenever there is a change in design, construction or operation that could have an effect on the discharge of pollutants ✓ To address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority ✓ To identify a new subcontractor or owner that will implement any part of the SWPPP. If modifications are required to the post-stormwater management practices the City of Saratoga Springs must be notified in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP. The LA GROUP Landscape Architecture&Engineering P.C. Page 1 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 3.0 SITE ASSESSMENT, EVALUATION AND PLANNING 3.1 Project Location The project is located at the Bethesda Episcopal Church, 26 Washington Street, in the City of Saratoga Springs, Saratoga County, NY 12866. See Appendix B for a general site location map. 3.2 Pre-Development Conditions The project site location is located to the west of the existing church. The site is currently a grass lot. Stormwater runoff from the existing lot sheet flows to the south where it is collected into a closed drainage off site. 3.3 Project Scope The project includes the expansion of the existing church. Expansion includes a four story structure that will include a chapel, great hall, classrooms and offices. The Project will disturb approximately +/-0.40 acres. 3.4 Receiving Waters The site discharges to the City of Saratoga Springs municipal storm sewer network. 3.5 Historic Preservation Determination/Environmental Impact The project area is within an area that is shown on the OPRHP website that might possibly contain archeologically sensitive resources. According to the CRIS website, the project will have "No Adverse Impact," a copy of the finding are included in Appendix E. The Project will have no impact on any listed, proposed to be listed, threatened or endangered species, or a critical habitat. The New York State Department of Environmental conservation Environmental Resource Mapper does not depict any rare or state-listed animals or plants, or significant natural communities, at the site or in its immediate vicinity. See Appendix E for a copy of the map. 3.6 Soils The USDA/NRCS soil survey map for this site shows Windsor loamy sand series mapped in the project vicinity. These soils are classified in the hydrologic soil group `A'. Test pits and borings were conducted throughout the proposed site and encountered shallow bedrock at approximately 4 feet to 6 feet. Soil information and test pit results can be found in Appendix B. The LA GROUP Landscape Architecture&Engineering P.C. Page 2 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 4.0 EROSION AND SEDIMENT CONTROL 4.1 Erosion and Sediment Control Practices Temporary Structural Practices ✓ Silt Fence ✓ Inlet Protection ✓ Dust Control ✓ Construction Entrance Permanent Structural Controls ✓ Asphalt pavement/concrete walks ✓ Lawn/landscaping Temporary Stabilization Practices (including vegetative practices) ✓ Seed and mulch bare soil areas within 14 days of disturbance unless construction will resume in that area within 21 days. Permanent Stabilization Practices (including vegetative practices) ✓ Seed and mulch all disturbed areas. Slopes that are 3:1 or steeper should receive a Rolled Erosion Control Product (RECP), sodding, and or hydro- seeding a homogenous mixture of wood fiber mulch with tackifying agent. Refer to Construction Drawings attached in Appendix B for detailed information on each practice. 4.2 Erosion and Sediment Control Drawings Erosion and Sediment Control practices are shown on the Construction Drawings included in Appendix B. 4.3 Construction Sequence of Operations ✓ Temporary structural erosion controls will be installed prior to earthwork as per the attached plans. ✓ Areas to be undisturbed for more than 14 days will be temporarily stabilized by seeding. ✓ Disturbed areas will be reseeded and mulched immediately after final contours are re-established and no more than 14 days after the completion of construction at that site. ✓ Temporary erosion control devices will not be removed until the area served is stabilized by the growth of vegetation and the area is certified as being stabilized by the Erosion Control Inspector. The LA GROUP Landscape Architecture&Engineering P.C. Page 3 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Construction Activities Start 4 Stop Sequence must include major items such as, but not limited to, clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity resulting in soil disturbance. Include installation of erosion and sediment control practices and timing of installation. Install silt fence and inlet protection prior to any site disturbance. Maintain erosion control measures for duration Week 1 of site disturbances. Excavate and install underground utilities and stormwater Weeks 1-5 chambers. Building construction Week 5 completion Fine grade, landscape, seed and mulch After completion of building Remove erosion and sediment control measures upon At completion stabilization of contributing areas. 80% Germination 4.4 Erosion and Sediment Control Practice Maintenance Temporary erosion and sediment control practices will need to be maintained frequently during construction. It is the responsibility of the operator to inspect, and maintain the temporary controls so that they are working efficiently. The operator needs to pay close attention to SWPPP Inspection Reports that will advise of needed maintenance. Captured sediment will have to be removed periodically from each practice in order for the control to function properly. Temporary erosion and sediment control practice maintenance needs are listed below: ✓ Silt fence — maintenance shall be performed as needed and material removed when "bulges" develop in the silt fence. ✓ Storm drain inlet protection — inspect after each storm event. Remove sediment when 50 percent of the storage volume is achieved. ✓ Stabilized construction entrance — entrance shall be maintained in a condition which shall prevent tracking. This may require periodic top dressing with additional aggregate. All sediment tracked onto or spilled on public rights of way shall be removed immediately. When necessary, wheels must be cleaned to remove sediment prior to entrance on public rights of way. When washing is required, it shall be done in an area stabilized with aggregate. ✓ Replace top-soil, mulch and seed where seeding has been disturbed. The LA GROUP 4 Landscape Architecture&Engineering P.C. Page Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 4.5 Erosion and Sediment Control Inspection • A qualified inspector shall conduct an assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment controls described in the SWPPP have been adequately installed to ensure overall preparedness of the site for commencement of construction. • This qualified inspector must be a Licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received 4 hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the qualified inspector shall receive 4 hours of training every 3 years. • The day-to-day erosion control activities on the site will be monitored by the construction manager. The qualified inspector and his crews will make at least one inspection every seven (7) days of erosion control devices, and non-stabilized areas during construction. A maintenance inspection report will be completed by the qualified inspector after each inspection. The report form to be completed by the inspector is attached in Appendix C. Reports should be compiled and maintained on-site in the SWPPP 3-ring binder. • All measures will be maintained in good working order; if repair is necessary, it will be initiated within 24 hours of report. The qualified inspector shall take photographs of any needed repairs and also photograph when the repairs are completed. These photographs will be time and date stamped and attached to the weekly inspection report. • Seeded and planted areas will be inspected for bare spots, washouts, and healthy growth. If necessary, spot reseeding or sodding will be implemented. • A trained contractor will be an employee from the contracting company responsible for the implementation of the SWPPP. This person will be onsite when any soil disturbing activities are being conducted. The trained contractor must have received 4 hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the qualified inspector shall receive 4 hours of training every 3 years. This trained contractor cannot conduct the regular SWPPP compliance inspections unless they meet the qualified inspector qualifications. The LA GROUP Landscape Architecture&Engineering P.C. Page 5 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 4.6 Contractor Sequence Form The operator shall prepare a summary of construction status using the Construction Sequence Form (included in Appendix D) once every month. Significant deviations to the sequence and reasons for those deviations (i.e. weather, subcontractor availability, etc.), shall be noted by the contractor. The schedule shall be used to record the dates for initiation of construction, implementation of erosion control measures, stabilization, etc. A copy of this table will be maintained at the construction site and updated. 5.0 POST CONSTRUCTION STORMWATER MANAGEMENT PRACTICES 5.1 Stormwater Management Controls The project is proposing the use of stormwater planters, underground stormwater chambers and an underground sand filter to capture and treat stormwater prior to discharge off site. Stormwater runoff from the driveway will be treated via the underground sand filter. Proposed roof runoff will be collected in roof drains and discharge to four stormwater planters. Overflow from the planters and sand filter will be captured in the underground tanks prior to a controlled discharge offsite. The courtyard will be comprised of pervious pavers and grass. Runoff from the courtyard will filter through the paver stone media prior to entering the underground chambers. All stormwater runoff under post construction conditions will discharge from the underground chambers via an outlet control device to Washington Street. 5.2 Post Construction Stormwater Management Drawings Post construction stormwater management controls are shown on the Construction Drawings included in Appendix B. 5.3 Hydraulic and Hydrologic Analysis The program utilized for quantifying stormwater runoff rates and volumes was HydroCAD software, produced by Applied Microcomputer Systems of Chocorua, NH. The SCS 24-hour Type II design storms for 1 , 10, and 100-year frequency rainfall were analyzed (Appendix A). ✓ Hydrologic/hydraulic analysis for all structural components of the stormwater control system for the applicable design storms. The LA GROUP Page 6 Landscape Architecture&Engineering P.C. Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 ✓ Comparison of post-development stormwater runoff conditions with pre- development conditions. ✓ Dimensions, material specifications and installation details for each post- construction stormwater control practice. 5.4 Comparison of Pre and Post Construction Stormwater Runoff Stormwater Quantity. These calculations are based on the HydroCAD analysis. The design storms used for the pre-development versus post-development comparison were the 1 , 10, and 100-year, 24-hour duration, SCS Type II events. The rainfall amounts for these storms are 2.15, 3.75, and 6.20 inches, respectively. The project includes the installation of a manhole (Stormwater Manhole #1) at the existing 8" VCP storm sewer along Washington Street and the installation of 20 LF of 18" HDPE that will then connect to proposed 18" HDPE storm sewer being installed as part of the Rip Van Dam expansion project at Stormwater Manhole #2. The 8" storm sewer to the east of Stormwater Manhole #1 is to be capped and abandoned. Under pre-development conditions the majority of the site drains to the parking area to the south where runoff is captured via catch basins and enters a closed storm sewer system along Congress Street. Congress Street storm drainage flows east to Congress Park and then discharges to twin 7' x 9' box culverts that run through the city. Post-development stormwater runoff will be redirected to the proposed 18" storm sewer that is to run east along the middle of Washington Street. The upsizing of the existing 8" storm sewer to the proposed 18" will provide adequate capacity for the minor increase in flow to Washington Street. Flow from Washington Street connects to the storm sewer at Broadway that flows north to Phila Street and discharges to the twin 7' x 9' box culverts. No adverse downstream effects will be incurred as part of the project due to the upsizing of the existing storm sewer along Washington Street. The project proposes no increase in flow to the twin 7' x 9' box culverts. Pre-Development Post-Development 10 year, 24 hour storm (Qp) 1 .23 CFS 1 .00 CFS 100 year, 24 hour storm (Qf) 2.19 CFS 1 .77 CFS 5.5 Water Quality Volume The following formula was utilized to determine water quality volume: The LA GROUP Landscape Architecture&Engineering P.C. Page 7 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 WQv= (P) (Rv)(A) 12 Where: WQv= Water Quality Volume (acre/feet) P = 90% Rainfall Event Rv = 0.05 + 0.009(1) where 1 is impervious cover in percent A = Subcatchment area in acres Water quality volume at the site will be managed though the use of stormwater planters, underground sand filter and pervious pavers. The required WQv for the project site is 0.029 ac-ft. Through the use on stormwater planters and an underground sand filter, the proposed stormwater management practices provide 0.029 ac-ft of WQV which meets the requirement for the project. Table 5-1 Water Quality Volume (WQv) Summary SMP Type Provided (ac-ft) SMPI Stormwater Planter 0.008 SMP2 Stormwater Planter 0.007 SMP3 Stormwater Planter 0.002 SMP4 Stormwater Planter 0.002 SMP5 Underground Sand Filter 0.010 Total 0.029 The courtyard will be comprised of pervious pavers and grass that will drain to the underground stormwater chambers. Runoff from this area will filter through the pavers and grass prior to entering the underground stormwater chambers thus removing sediment and other harmful pollutants. No vehicular traffic will be accessing the courtyard. Stormwater runoff from the proposed roof will be captured and piped to stormwater planters and underground sand filter via roof leaders. Stormwater runoff from the access drive will be treated via an underground sand filter prior to discharge from the site. The LA GROUP 8 Landscape Architecture hl Engineering PC. Page Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 5.6 Runoff Reduction Volume Runoff Reduction will be achieved through the use of stormwater planters. The provided runoff reduction volume is 0.017 ac-ft, which meets the minimum runoff reduction volume, 0.016 ac-ft. The following runoff reduction practices were considered during design but ultimately not proposed due to the following reasons: • 5.6.1 Conservation of Natural Areas o No conservation areas are proposed as part of this project due to limited space onsite. • 5.6.2 Sheetflow to Riparian Buffers/Filter Strips o Sheetflow is not practical for this project due to surrounding land use. • 5.6.3 Vegetated Open Swales o Vegetated swales are not used as part of this project due to limited space onsite. • 5.6.4 Tree Planting/Tree Box o Tree plantings have been proposed throughout the site but credit is not taken due to the low RRv credit (<0.001 ac-ft) provided. • 5.6.5 Disconnection of Rooftop Runoff o Not utilized as there is not sufficient receiving area. • 5.6.6 Stream Daylighting o All subsurface storm sewer piping will be connected to proposed storm sewer along Washington Street. • 5.6.7 Rain Garden o Rain gardens are typically applied for residential applications. The contributing drainage areas of project components exceed the maximum contributing area of 1,000 sf (for a rain garden), specified in The Manual. • 5.6.8 Green Roof o A green roof is not proposed as part of this project as it is not financially feasible. • 5.6.9 Stormwater Planters o Four stormwater planters are proposed as part of this project. Roof runoff is to be piped directly into the planters. • 5.6.10 Rain Tanks/Cisterns o Rain tanks/cisterns do not have any tangible functionality on this site as there is little potential for reuse. • 5.6.11 Porous Pavement o Porous pavement is not used due to shallow depth to bedrock preventing the use of infiltration practices. The LA GROUP 9 Landscape Architecture&Engineering P.C. Page Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 6.0 POST CONSTRUCTION STORMWATER MAINTENANCE 6.1 Mechanism of Operation and Maintenance Bethesda Church will be responsible for the long term operation and maintenance of the stormwater management practices for the life of the site. 6.2 Maintenance to be Performed Post-construction maintenance for this project will consist of regular inspections of permanent stormwater management facilities. These maintenance procedures are essential to assure continual performance of the stormwater management practices on your site. During the inspection and any maintenance activity to the stormwater management practices, the responsible party should fill out an inspection and maintenance log (Appendix C) to record that it was done. Underground Stormwater Chambers • Quarterly inspections of the system should be completed for the first year of use, with annual inspections there after • Flushing should be performed if sediment accumulation should reach the lesser of 6" or 15% of the system height. Pervious Pavers • Monthly inspections of the pavers should be completed to ensure the pavers are clear of debris and are properly dewatering between storm events (>0.5 in.) • On a quarterly basis, the pavers should be vacuum swept to keep the pavers free of sediment • Grass areas surrounding pavers should be properly vegetated to ensure sediment does not end up within pavers, bare areas should be seeded as necessary • On an annual basis, the pavers should be inspected for deterioration or spalling and replaced as necessary Stormwater Planters • Clean trash and debris out of system as necessary • Dead or diseased vegetation should be replaced • When the filtering capacity of the filter diminishes substantially (when water ponds for more than 48 hours), the top few inches of discolored material shall be removed and be replaced with fresh material. The removed sediments shall be disposed of in an acceptable manner (i.e. landfill). • Silt and sediment should be removed from the filter bed when the accumulation exceeds one inch. The LA GROUP Landscape Architecture&Engineering P.C. Page 10 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 • Areas devoid of mulch shall be re-mulched on an annual basis Underground Sand Filter • The sand filter should be inspected quarterly for the first year and if there are no problems, the system can be inspected annually after the first year. • Sediment shall be cleaned out of the sedimentation chamber when it accumulates to a depth of more than six inches. Trash and debris shall be removed as necessary. Catch Basins • Sediment removal with a vacuum truck should be done at least once a year, preferably after spring runoff and then in early fall, or when they are at 50% capacity, whichever comes first. • Any mechanical valves should be operated for inspection every two months. 7.0 CONSTRUCTION WASTE Waste Materials: All waste materials generated during construction will be disposed at a suitable landfill or transfer station. Hazardous Waste: The project will not be a generator of hazardous waste and it is not anticipated that any hazardous waste will be generated during construction. If there are any materials generated, a licensed hazardous waste carrier will be contracted to dispose the hazardous material at a suitable disposal site. If hazardous materials are discovered during construction, the work will be stopped until the issue is resolved. Waste: Portable sanitary facilities will be made available to construction personnel and will be serviced regularly. 8.0 TEMPORARY STABILIZATION FOR FROZEN CONDITIONS The following temporary stabilization measures MUST be performed when construction is occurring during winter/frozen ground conditions. The following requirements do not supersede any other requirements of this SWPPP as they apply to non-frozen ground conditions. • Perimeter erosion control MUST still be installed prior to earthwork disturbance as per this SWPPP. • Any areas that cannot be seeded to turf by October 1st or earlier will receive a temporary seeding. The temporary seeding will consist of The LA GROUP Landscape Architecture&Engineering P.C. Page 11 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 winter rye seeded at the rate of 120 pounds per acre (2.5 pounds per 1 ,000 square feet) or stabilized as per the temporary stabilization for winter construction/frozen conditions. ■ Any area of disturbance that will remain inactive for a period of 14 consecutive days MUST be mulched. This includes any previously disturbed areas that are covered with snow. ■ Mulch MUST consist of loose straw applied at the rate of 2 to 3 bales (90 to 100 pounds) per thousand square feet. ■ Mulch MUST be applied uniformly over the area of bare soil or bare soil that is covered with snow. For the latter condition, mulch MUST be applied on top of snow. ■ Using a tracked vehicle, mulch MUST be crimped into the bare soil/snow. The tracked vehicle MUST be driven across the mulched areas in at least two directions to maximize crimping of mulch into the soil/snow. ■ If mulch gets blown off an area to a significant degree, the site inspector WILL require that an area be re-mulched in accordance with Items 2 through 5 above, and this area WILL be included on the inspection checklist for the next inspection. ■ If a particular area repeatedly experiences loss of mulch due to wind, then the inspector WILL require that an alternative method be used to secure the mulch in place. Such alternatives may include the use of netting, tackifier or other methods deemed appropriate by the inspector. ■ During periods when snow is melting and/or surface soils are thawing during daytime hours, mulched areas MUST be re-tracked (crimped) as per Item 5 above at least once every seven days, more frequently if directed by the inspector. Additional mulch may be required to obtain complete coverage of an area. Biodegradable erosion control matting may be required on steeper slopes. ■ Additional stabilization measures for non-frozen ground conditions described in this SWPPP WILL be implemented at the time deemed appropriate by the inspector. During the winter season, if a site has been stabilized and soil disturbing activities have been suspended for the winter, weekly inspections can be suspended. However, monthly inspections must still be conducted. All normal weekly inspections must resume when soil disturbing activities resume. 9.0 SPILL PREVENTION PRACTICES Good Housekeeping and Material Management Practices The following good housekeeping and material management practices will be followed on site during the construction project to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. The LA GROUP Landscape Architecture&Engineering P.C. Page 12 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 • Materials will be brought on site in the minimum quantities required. • All materials stored on site will be stored in a neat, orderly manner in their appropriate containers, and if possible, under a roof or other enclosure. • Products will be kept in their original containers with the original manufacturer's label. • Substances will not be mixed with one another unless recommended by the manufacturer. • Whenever possible, all of a product will be used up before disposal. • Manufacturer's recommendations for proper use and disposal will be followed. • The construction manager or his designee will inspect regularly to ensure proper use and disposal of materials on site. • The contractor shall prohibit washing of tools, equipment, and machinery in or within 100 feet of any watercourse or wetland. • All above grade storage tanks are to be protected from vehicle damage by temporary barriers. Inventory for Pollution Prevention Plan The materials and substances listed below are expected to be on-site during construction. • Petroleum for fueling vehicles will be stored in above ground storage tanks. Tanks will either be steel with an enclosure capable of holding 110% of the storage tank volume or of a Con-Store, concrete encased type typically employed by NYSDOT. Hydraulic oil and other oils will be stored in their original containers. Concrete and asphalt will be stored in the original delivery trucks. • Fertilizer may be stored on site in its original container for a short period of time prior to seeding. Original containers will be safely piled on pallets or similar devices to protect from moisture. • Paints and other similar materials will be stored in their original containers and all empty containers will be disposed of in accordance with label directions. • Portable sanitary facilities, which contain chemical disinfectants (deodorants) will be located on-site, with the disinfectants held in the tank of the toilet. Hazardous Products These practices are used to reduce the risks associated with hazardous materials. • Products will be kept in original containers unless they are not re- sealable. • Original labels and material safety data sheets will be retained; they contain important product information. The LA GROUP Landscape Architecture&Engineering P.C. Page 13 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 • If surplus product must be disposed of, manufacturers' or local and State recommended methods for proper disposal will be followed. Spill Prevention The following product specific practices will be followed on site. Petroleum Products: • Construction personnel should be made aware that emergency telephone numbers are located in this SWPPP. • The contractor shall immediately contact NYSDEC in the event of a spill, and shall take all appropriate steps to contain the spill, including construction of a dike around the spill and placing absorbent material over this spill. • The contractor shall instruct personnel that spillage of fuels, oils, and similar chemicals must be avoided and will have arranged with a qualified spill remediation company to serve the site. • Fuels, oils, and chemicals will be stored in appropriate and tightly capped containers. Containers shall not be disposed of on the project site. • Fuels, oils, chemicals, material, equipment, and sanitary facilities will be stored/located away from trees and at least 100 feet from streams, wells, wet areas, and other environmentally sensitive sites. • Dispose of chemical containers and surplus chemicals off the project site in accordance with label directions. • Use tight connections and hoses with appropriate nozzles in all operations involving fuels, lubricating materials or chemicals. • Use funnels when pouring fuels, lubricating materials or chemicals. • Refueling and cleaning of construction equipment will take place in parking areas to provide rapid response to emergency situations. • All on-site vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Any vehicle leaking fuel or hydraulic fuel will be immediately scheduled for repairs and use will be discontinued until repairs are made. Fertilizers: • Fertilizer will be stored in its original containers on pallets with water resistant coverings. • Proper delivery scheduling will minimize storage time. • Any damaged containers will be repaired immediately upon discovery and any released fertilizer recovered to the fullest extent practicable. Paints: The LA GROUP Landscape Architecture&Engineering P.C. Page 14 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 ■ All containers will be tightly sealed and stored when not required for use. ■ Excess paint will not be discharged to the storm water system or wastewater system, but will be properly disposed of according to manufacturers' instructions or State and local regulations. Concrete Trucks: ■ Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water only at designated locations on site. Asphalt Trucks: ■ Asphalt trucks shall not discharge surplus asphalt on the site. Spill Control Practices In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup. The construction manager or site superintendent responsible for the day-to-day site operations will be the spill prevention and cleanup coordinator. He will designate at least three other site personnel who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel will be posted in the material storage area and in the onsite construction office or trailer. ■ Manufacturers' recommended methods for spill cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and cleanup supplies. Any spill in excess or suspected to be in excess of two gallons will be reported to the NYSDEC Regional Spill Response Unit. Notification to the NYSDEC (1-800-457-7362) must be completed within two hours of the discovery of the spill. ■ Materials and equipment necessary for spill cleanup will be kept in the material storage area onsite. Equipment and materials will include but not be limited to absorbent pads, brooms, dust pans, mops, rags, gloves, goggles, activated clay, sand, sawdust, and plastic and metal trash containers specifically for this purpose. ■ All spills will be cleaned up immediately after discovery. ■ The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with spilled substance. ■ Spills of toxic or hazardous material will be reported to the appropriate State or local government agency, regardless of the size The LA GROUP Landscape Architecture&Engineering P.C. Page 15 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 10.0 CERTIFICATIONS Preparer Certification of Compliance with Federal, State, and Local Regulations This Stormwater Pollution Prevention Plan was prepared in accordance with the City of Saratoga Springs regulations. Name: Douglas Heller Title: Professional Engineer Signature: Date: Company Name: The LA Group, PC Owner Pollution Prevention Plan Certification I certify under penalty of law that this document and all attachments were prepared under my direction or supervision to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who are directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the Penal Law. I understand that SWPPP requires site inspections be conducted by a qualified professional once every seven (7) days. These inspections shall be performed by a qualified professional as defined in the SWPPP. The Owner/Operator will be held financially responsible for any and all fines related to work tasks that are not specified by the Contractor(s)/Subcontractor(s) below. Name: Gordon Boyd Title: Signature: Date: Company Name: Bethesda Church The LA GROUP aasapeA, ,«, e�Eg, ee Page 16 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Contractor and Subcontractor Certification I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceeding. Name Title Signature Date Company Name Address City, State, Zip Phone Number 1 . 2. SWPPP Components You 3. Are Responsible For 4. 5. 6. Name of Trained Individual Responsible for SWPPP Implementation Title Signature of Trained Individual Responsible for SWPPP Implementation Date The LA GROUP aasapeA, ,«, e�Eg, ee Page 17 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Contractor and Subcontractor Certification I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceeding. Name Title Signature Date Company Name Address City, State, Zip Phone Number 1 . 2. SWPPP Components You 3. Are Responsible For 4. 5. 6. Name of Trained Individual Responsible for SWPPP Implementation Title Signature of Trained Individual Responsible for SWPPP Implementation Date The LA GROUP aasapeA, ,«, e�Eg, ee Page 18 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Contractor and Subcontractor Certification I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceeding. Name Title Signature Date Company Name Address City, State, Zip Phone Number 1 . 2. SWPPP Components You 3. Are Responsible For 4. 5. 6. Name of Trained Individual Responsible for SWPPP Implementation Title Signature of Trained Individual Responsible for SWPPP Implementation Date The LA GROUP aasapeA, ,«, e�Eg, ee Page 19 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Contractor and Subcontractor Certification I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceeding. Name Title Signature Date Company Name Address City, State, Zip Phone Number 1 . 2. SWPPP Components You 3. Are Responsible For 4. 5. 6. Name of Trained Individual Responsible for SWPPP Implementation Title Signature of Trained Individual Responsible for SWPPP Implementation Date The LA GROUP aasapeA, ,«, e�Eg, ee Page 20 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 11 .0 DEFINITIONS Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition, or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, tree removal, stump removal and/or brush removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Phasing Plan - a plan designed to construct particular portions of an individual project at different times. Phasing is often used when a project is very large to limit the disturbance at a single time to 5 acres per phase. Erosion and Sediment Control Practices — temporary measures installed prior to construction and maintained during construction to temporarily treat any stormwater runoff. Once construction is completed and post-construction stormwater management practices are installed and the site is stabilized, the erosion and sediment control practices are removed from the site. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete pavement. Green Infrastructure — in the context of stormwater management, the term green infrastructure includes a wide array of practices at multiple scales to manage and treat stormwater, maintain and restore natural hydrology and ecological function by infiltration, evapotranspiration, capture and reuse of stormwater, and establishment of natural vegetative features. On a regional scale, green infrastructure is the preservation and restoration of natural landscape features, such as forests, floodplains and wetlands, coupled with policies such as infill and redevelopment that reduce overall imperviousness in a watershed or ecoregion. On the local scale green infrastructure consist of site and neighborhood specific practices and runoff reduction techniques. Such practices essentially result in runoff reduction and or establishment of habitat areas with significant utilization of soils, vegetation, and engineered media rather than traditional hardscape collection, conveyance and storage structures. Some examples include green roofs, trees and tree boxes, pervious pavement, rain gardens, vegetated swales, planters, reforestation and protection and enhancement of riparian buffers and floodplains. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways, and sidewalks); building rooftops, and miscellaneous impermeable structures such as patios, pools, and sheds. The LA GROUP aasapeA, ,«, e�Eg, ee Page 21 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 Municipal Separate Storm Sewer (MS4) — a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): i. Owned or operated by a state, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State. ii. Designed or used for collecting or conveying stormwater iii. Which is not a combined sewer iv. Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Notice of Intent — a standardized format notification sent to the NYSDEC to inform them of the proposed activity to be sent after the SWPPP has been completed. Owner or Operator — means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. Post-Construction Stormwater Management Practices — permanent devices constructed or installed onsite to treat stormwater from a site when construction is completed. Qualified Inspector - a Licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received 4 hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the qualified inspector shall receive 4 hours of training every 3 years. Regulated, Traditional Land Use Control MS4 - means a city, town, or village with land use control authority that is required to gain coverage under New York State DEC's SPDES General Permit for Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s). Sequence of Operations — the individual steps and their specific order which are undertaken in order to construct a project or a given phase of a project from beginning to end. (i.e. clearing, grading, foundation work, landscaping, etc.) The LA GROUP aasapeA, ,«, e�Eg, ee Page 22 Stormwater Pollution Prevention Plan Bethesda Parish House The LA Group Project Number-201515 State Pollutant Discharge Elimination System (SPDES) — means the system established pursuant to Article 17 of the Environmental Conservation Law (ECL) and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Stormwater Pollution Prevention Plan (SWPPP) - a report that is compiled providing detailed information about the proposed activity and the specifics to how the stormwater will be managed during construction and after construction is completed. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic Ocean, within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface or underground waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800-941. Temporary Stabilization — means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Trained Contractor — means an employee from a contracting (construction) company responsible for the day to day implementation of the SWPPP. The trained contractor must have received 4 hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the qualified inspector shall receive 4 hours of training every 3 years. It can also mean an employee from the contracting (construction) company that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received 4 hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. The LA GROUP aasapeA, ,«, e�Eg, ee Page 23 Appendix A HydroCAD Calculations and Storm Data HYDROCAD CALCULATIONS PRE DEVELOPMENT g l-g I-CO 'cs ni1 ! ,6 7 o_ .LL ,66s n ES avall. . N 0 u kk r: I 4 WA .N .o 1 c° co I la'g 1 i A A, t` 2 g iA ,,, g ',k' § g g kvik. z 2.1s' k .0. -.,.. w , II !: =. 3 It v. in • ---. • ) \ V I • • ,----'-- '-- --. -----___, -----. t, t - x .• ---_ S.* . , t 5'-'* --..M. -Z._*.------------, •!,, li a <,------------- a ab, I L , c---- ' 'N : IN -a / \ • , , X a - / 1 \ \ ` Y . . , li ' \ I \ \ 1 Z Z \ 0 \, ) \ 1 k, 3 li Z I 'c .° [ • a; a .1 P : 1 \ , WE ____ ' , __7 , __ __ __ __ __ __ __ __ __ __ k ft , it! ktk., I k ,k , \ i ': , 1 ; ,,- 'II M im. I 1111 11111___ Nik_s_'- 1114111 , , , , k Lp46,.............0 NE '' l' ' - , ,...!*.',. 4 ° , ' 1 11111 , r J • IIP • •N - ' - Oil, 1 li mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm. . i 1 , lz ,, \z : 111/11:1 I_ , ______. .... ..„.......____..„........ ........,_..„...,.. :J I I UN • --• ° 6 , 2 , , L...._.....----................................................... . . ..'. :.....it! °: , 1 1 , , - ' ' I 1......_ .. .'. ( "1 E2 Subcat E1 Subcat E2 AP-1 Off-Site Runoff Subcat Reach 'on• Link Routing Diagram for Pre-Development Prepared by The LA Group, Printed 3/3/2020 HydroCAD®10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Pre-Development Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (s u bcatch me nt-numbers) 22,433 39 >75% Grass cover, Good, HSG A (E1, E2) 10,695 98 Paved parking, HSG A (E1, E2) 33,128 58 TOTAL AREA Pre-Development Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 33,128 HSG A E1, E2 0 HSG B 0 HSG C 0 HSG D 0 Other 33,128 TOTAL AREA Pre-Development Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Sub (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nun 22,433 0 0 0 0 22,433 >75% Grass cover, Good 10,695 0 0 0 0 10,695 Paved parking 33,128 0 0 0 0 33,128 TOTAL AREA Pre-Development Type II 24-hr 1-yr Rainfall=2.15" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEl: Subcat E1 Runoff Area=25,647 sf 18.73% Impervious Runoff Depth=0.36" Flow Length=164' Tc=7.7 min CN=WQ Runoff=0.31 cfs 770 cf SubcatchmentE2: Subcat E2 Runoff Area=7,482 sf 78.74% Impervious Runoff Depth=1.51" Tc=6.0 min CN=WQ Runoff=0.39 cfs 944 cf Link AP-1: Off-Site Runoff Inflow=0.69 cfs 1,714 cf Primary=0.69 cfs 1,714 cf Total Runoff Area = 33,128 sf Runoff Volume = 1,714 cf Average Runoff Depth = 0.62" 67.72% Pervious = 22,433 sf 32.28% Impervious = 10,695 sf Pre-Development Type II 24-hr 10-yr Rainfall=3.75" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 6 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEl: Subcat E1 Runoff Area=25,647 sf 18.73% Impervious Runoff Depth=0.68" Flow Length=164' Tc=7.7 min CN=WQ Runoff=0.55 cfs 1,449 cf SubcatchmentE2: Subcat E2 Runoff Area=7,482 sf 78.74% Impervious Runoff Depth=2.77" Tc=6.0 min CN=WQ Runoff=0.70 cfs 1,729 cf Link AP-1: Off-Site Runoff Inflow=1.23 cfs 3,178 cf Primary=1.23 cfs 3,178 cf Total Runoff Area = 33,128 sf Runoff Volume = 3,178 cf Average Runoff Depth = 1.15" 67.72% Pervious = 22,433 sf 32.28% Impervious = 10,695 sf Pre-Development Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment El: Subcat El Runoff Area=25,647 sf 18.73% Impervious Runoff Depth=1.53" Flow Length=164' Tc=7.7 min CN=WQ Runoff=1.05 cfs 3,262 cf SubcatchmentE2: Subcat E2 Runoff Area=7,482 sf 78.74% Impervious Runoff Depth=4.80" Tc=6.0 min CN=WQ Runoff=1.17 cfs 2,994 cf Link AP-1: Off-Site Runoff Inflow=2.19 cfs 6,256 cf Primary=2.19 cfs 6,256 cf Total Runoff Area = 33,128 sf Runoff Volume = 6,256 cf Average Runoff Depth = 2.27" 67.72% Pervious = 22,433 sf 32.28% Impervious = 10,695 sf Pre-Development Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment El: Subcat El Runoff = 1.05 cfs @ 12.00 hrs, Volume= 3,262 cf, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 20,843 39 >75% Grass cover, Good, HSG A 4,804 98 Paved parking, HSG A 25,647 Weighted Average 20,843 81.27% Pervious Area 4,804 18.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 100 0.0550 0.23 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 0.4 64 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.7 164 Total Summary for Subcatchment E2: Subcat E2 Runoff = 1.17 cfs @ 11.96 hrs, Volume= 2,994 cf, Depth= 4.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 1,591 39 >75% Grass cover, Good, HSG A 5,891 98 Paved parking, HSG A 7,482 Weighted Average 1,591 21.26% Pervious Area 5,891 78.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link AP-1: Off-Site Runoff Inflow Area = 33,128 sf, 32.28% Impervious, Inflow Depth = 2.27" for 100-yr event Inflow = 2.19 cfs @ 11.98 hrs, Volume= 6,256 cf Primary = 2.19 cfs @ 11.98 hrs, Volume= 6,256 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs HYDROCAD CALCULATIONS POST DEVELOPMENT 0 0_ — g i-g i-1:) 0 -0 7 _C - -0 = 2° 'L t> cc= gg 5 TS o 8 . .... , .2_ la.) E 1 1 i i . a ,-s 1'2 Lu °22 g th / i • _Ir 4 . 5 _5 • i ' -"`< • \ - 55 5 , . i - —————_ / • i • -.., _. _55 -5 •• ' ----_ - 55/7.-,r___________:* ,z '5 ._5_T______z, 5:55--_______-- —,, T.. ----'-11-1-1111111i111111.rirra r mnr.rorm.a.r.r.r.nr- orm• rm.. 1-' 1 1 I _4 _ i_____ ,, .--- : • IV ') • II i I ... __.. _..........., II I II i 1 • I • • Ili 1 1 4 / • • I I I • /1 i - • II S, i 1 \ • • / AI \ • i 4 , Li : CI I E<I I f MMMMMMMMMM.....:j lit \ CI .,.. . IA 11 \ gE ; • • \ \ I P i • ii I • • a • • il • I • ._ . • • ) • I 10 :,& • Iii :I 111 • • MMMMMMMMMM Ill MMMMMMM lr............IIMIMI MMMMMMMMMM 1,7111:141, / • • • 0 4 1 \ \ • IVAIWOHIO — lil a) % -- 1 4 i 7-- -r,- ______ ali IIMIN ' ' - MMM ,.... MMMM -,---4--- \41111MINSIMir 17-4-Wrilihnwitil 0 1 •• • • • • • : • i : ' I • ii • • it e I i • it • Lf • X • • C II : I li "1 • • • • I] _ I... • II • I INt • • . I ll • • 9•111INIMMXIIIMINIMININIIIIMIll MMMMMMM.11......11.11111..................' ,.. . ....... I f • • • 14 0 1 : CI • • • • i \(>,. 13 I i • • t . ,/ • I 1 it • • PL • Il ...........e. I 1\I .4.,,,,—... / , I li • '—'—'—'k7E-1.777Z-''.---------MMM --------------------, im LII • • • II MM a MM MMMMMM MMM lrg--mil erg7-1Minvi dillrirannlm-Mnima...-...-.......-.M.-................-• -•-- .... ' I 1 b, I I ' II FP.,No toT 1 r I 5Aootoo.-zAtAoATTTT,A.A2 T 2°tot''.°`".cc''A`r°,1=Z 37.Z ( FD ) ubcat FD (P9) ( P4) ( P3) Sub t P9 Subcat P4 Subcat P3 SMP4 SMP1 Pla er 4 Planter 1 (P12) 5P Q <P1> Subcat P12 Sa Filter PretreatmenSubcat P1 (P10) 4P 4 SMPS Subcat P10 Un rground Cha ers Sa • Filter SMP2 SMP3 Planter 2 Planter 3 ( P6) ( P8) ( P7) Subcat P6 Subcat P8 Subcat P7 (P11) ( 5) (P13) Subcat P11 S\\. at P5 Subcat P13 �,I. A P2 D AP-1 Subcat P2 Off-Site Flow Subcat Reach 'on• Link Routing Diagram for POST-Development alt 2020-3-3 Prepared by The LA Group, Printed 3/3/2020 HydroCAD®10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC POST-Development alt 2020-3-3 Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (s u bcatch me nt-numbers) 8,376 39 >75% Grass cover, Good, HSG A (P1, P10, P11, P12, P13, P2, P3, P4, P6, P9) 24,670 98 Paved parking, HSG A (FD, P1, P10, P11, P12, P2, P3, P4, P5, P6, P7, P8, P9) 33,047 83 TOTAL AREA POST-Development alt 2020-3-3 Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 33,047 HSG A FD, P1, P10, P11, P12, P13, P2, P3, P4, P5, P6, P7, P8, P9 0 HSG B 0 HSG C 0 HSG D 0 Other 33,047 TOTAL AREA POST-Development alt 2020-3-3 Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Sub (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nun 8,376 0 0 0 0 8,376 >75% Grass cover, Good 24,670 0 0 0 0 24,670 Paved parking 33,047 0 0 0 0 33,047 TOTAL AREA POST-Development alt 2020-3-3 Type II 24-hr 1-yr Rainfall=2.15" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentFD: Subcat FD Runoff Area=1,784 sf 100.00% Impervious Runoff Depth=1.92" Tc=6.0 min CN=98 Runoff=0.12 cfs 286 cf Subcatchment P1: Subcat P1 Runoff Area=4,323 sf 96.27% Impervious Runoff Depth=1.85" Tc=6.0 min CN=WQ Runoff=0.28 cfs 667 cf SubcatchmentP10: Subcat P10 Runoff Area=2,949 sf 88.16% Impervious Runoff Depth=1.70" Tc=6.0 min CN=WQ Runoff=0.17 cfs 417 cf Subcatchment P11: Subcat P11 Runoff Area=2,899 sf 71.85% Impervious Runoff Depth=1.38" Tc=6.0 min CN=WQ Runoff=0.14 cfs 334 cf Subcatchment P12: Subcat P12 Runoff Area=1,032 sf 99.99% Impervious Runoff Depth=1.92" Tc=6.0 min CN=WQ Runoff=0.07 cfs 165 cf Subcatchment P13: Subcat P13 Runoff Area=3,777 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=151' Tc=7.9 min CN=39 Runoff=0.00 cfs 0 cf SubcatchmentP2: Subcat P2 Runoff Area=4,430 sf 79.09% Impervious Runoff Depth=1.52" Tc=6.0 min CN=WQ Runoff=0.23 cfs 561 cf SubcatchmentP3: Subcat P3 Runoff Area=2,060 sf 21.04% Impervious Runoff Depth=0.40" Tc=6.0 min CN=WQ Runoff=0.03 cfs 69 cf SubcatchmentP4: Subcat P4 Runoff Area=4,270 sf 87.93% Impervious Runoff Depth=1.69" Tc=6.0 min CN=WQ Runoff=0.25 cfs 602 cf Subcatchment P5: Subcat P5 Runoff Area=877 sf 100.00% Impervious Runoff Depth=1.92" Tc=6.0 min CN=98 Runoff=0.06 cfs 141 cf SubcatchmentP6: Subcat P6 Runoff Area=671 sf 82.16% Impervious Runoff Depth=1.58" Tc=6.0 min CN=WQ Runoff=0.04 cfs 88 cf Subcatchment P7: Subcat P7 Runoff Area=798 sf 100.00% Impervious Runoff Depth=1.92" Tc=6.0 min CN=98 Runoff=0.05 cfs 128 cf Subcatchment P8: Subcat P8 Runoff Area=1,613 sf 100.00% Impervious Runoff Depth=1.92" Tc=6.0 min CN=98 Runoff=0.11 cfs 259 cf Subcatchment P9: Subcat P9 Runoff Area=1,563 sf 94.55% Impervious Runoff Depth=1.82" Tc=6.0 min CN=WQ Runoff=0.10 cfs 237 cf Pond 4P: Underground Chambers Peak Elev=299.43' Storage=661 cf Inflow=0.80 cfs 2,610 cf Outflow=0.18 cfs 2,610 cf Pond 5P: Sand Filter Pretreatment Peak EIev=302.11' Storage=55 cf Inflow=0.45 cfs 1,624 cf Outflow=0.45 cfs 1,625 cf POST-Development alt 2020-3-3 Type II 24-hr 1-yr Rainfall=2.15" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 6 Pond SMP1: Planter 1 Peak EIev=304.67' Storage=211 cf Inflow=0.25 cfs 602 cf Outflow=0.05 cfs 602 cf Pond SMP2: Planter 2 Peak EIev=304.69' Storage=118 cf Inflow=0.14 cfs 347 cf Outflow=0.02 cfs 347 cf Pond SMP3: Planter 3 Peak EIev=304.72' Storage=45 cf Inflow=0.05 cfs 128 cf Outflow=0.01 cfs 128 cf Pond SMP4: Planter4 Peak EIev=304.90' Storage=47 cf Inflow=0.10 cfs 237 cf Outflow=0.10 cfs 233 cf Pond SMP5: Sand Filter Peak EIev=302.63' Storage=173 cf Inflow=0.45 cfs 1,625 cf Primary=0.00 cfs 304 cf Secondary=0.43 cfs 1,320 cf Outflow=0.44 cfs 1,624 cf Link AP-1: Off-Site Flow Inflow=0.58 cfs 3,950 cf Primary=0.58 cfs 3,950 cf Total Runoff Area = 33,047 sf Runoff Volume = 3,954 cf Average Runoff Depth = 1.44" 25.35% Pervious = 8,376 sf 74.65% Impervious = 24,670 sf POST-Development alt 2020-3-3 Type 1124-hr 10-yr Rainfall=3.75" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 7 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentFD: Subcat FD Runoff Area=1,784 sf 100.00% Impervious Runoff Depth=3.52" Tc=6.0 min CN=98 Runoff=0.21 cfs 523 cf SubcatchmentP1: Subcat P1 Runoff Area=4,323 sf 96.27% Impervious Runoff Depth=3.39" Tc=6.0 min CN=WQ Runoff=0.49 cfs 1,220 cf Subcatchment P10: Subcat P10 Runoff Area=2,949 sf 88.16% Impervious Runoff Depth=3.10" Tc=6.0 min CN=WQ Runoff=0.31 cfs 762 cf Subcatchment P11: Subcat P11 Runoff Area=2,899 sf 71.85% Impervious Runoff Depth=2.53" Tc=6.0 min CN=WQ Runoff=0.25 cfs 612 cf Subcatchment P12: Subcat P12 Runoff Area=1,032 sf 99.99% Impervious Runoff Depth=3.52" Tc=6.0 min CN=WQ Runoff=0.12 cfs 302 cf Subcatchment P13: Subcat P13 Runoff Area=3,777 sf 0.00% Impervious Runoff Depth=0.02" Flow Length=151' Tc=7.9 min CN=39 Runoff=0.00 cfs 7 cf SubcatchmentP2: Subcat P2 Runoff Area=4,430 sf 79.09% Impervious Runoff Depth=2.79" Tc=6.0 min CN=WQ Runoff=0.42 cfs 1,028 cf SubcatchmentP3: Subcat P3 Runoff Area=2,060 sf 21.04% Impervious Runoff Depth=0.76" Tc=6.0 min CN=WQ Runoff=0.05 cfs 130 cf SubcatchmentP4: Subcat P4 Runoff Area=4,270 sf 87.93% Impervious Runoff Depth=3.09" Tc=6.0 min CN=WQ Runoff=0.45 cfs 1,101 cf Subcatchment P5: Subcat P5 Runoff Area=877 sf 100.00% Impervious Runoff Depth=3.52" Tc=6.0 min CN=98 Runoff=0.10 cfs 257 cf SubcatchmentP6: Subcat P6 Runoff Area=671 sf 82.16% Impervious Runoff Depth=2.89" Tc=6.0 min CN=WQ Runoff=0.07 cfs 162 cf Subcatchment P7: Subcat P7 Runoff Area=798 sf 100.00% Impervious Runoff Depth=3.52" Tc=6.0 min CN=98 Runoff=0.09 cfs 234 cf Subcatchment P8: Subcat P8 Runoff Area=1,613 sf 100.00% Impervious Runoff Depth=3.52" Tc=6.0 min CN=98 Runoff=0.19 cfs 473 cf SubcatchmentP9: Subcat P9 Runoff Area=1,563 sf 94.55% Impervious Runoff Depth=3.33" Tc=6.0 min CN=WQ Runoff=0.18 cfs 433 cf Pond 4P: Underground Chambers Peak EIev=300.07' Storage=1,483 cf Inflow=1.77 cfs 5,029 cf Outflow=0.40 cfs 5,029 cf Pond 5P: Sand Filter Pretreatment Peak EIev=302.18' Storage=57 cf Inflow=1.14 cfs 2,974 cf Outflow=1.14 cfs 2,976 cf POST-Development alt 2020-3-3 Type 1124-hr 10-yr Rainfall=3.75" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 8 Pond SMP1: Planter 1 Peak EIev=304.76' Storage=248 cf Inflow=0.45 cfs 1,101 cf Outflow=0.41 cfs 1,101 cf Pond SMP2: Planter 2 Peak EIev=304.91' Storage=194 cf Inflow=0.26 cfs 634 cf Outflow=0.16 cfs 632 cf Pond SMP3: Planter 3 Peak EIev=304.90' Storage=65 cf Inflow=0.09 cfs 234 cf Outflow=0.08 cfs 236 cf Pond SMP4: Planter4 Peak EIev=304.91' Storage=48 cf Inflow=0.18 cfs 433 cf Outflow=0.17 cfs 434 cf Pond SMP5: Sand Filter Peak EIev=303.02' Storage=191 cf Inflow=1.14 cfs 2,976 cf Primary=0.00 cfs 313 cf Secondary=1.11 cfs 2,663 cf Outflow=1.11 cfs 2,976 cf Link AP-1: Off-Site Flow Inflow=1.00 cfs 7,247 cf Primary=1.00 cfs 7,247 cf Total Runoff Area = 33,047 sf Runoff Volume = 7,244 cf Average Runoff Depth = 2.63" 25.35% Pervious = 8,376 sf 74.65% Impervious = 24,670 sf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 1 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentFD: Subcat FD Runoff Area=1,784 sf 100.00% Impervious Runoff Depth=5.96" Tc=6.0 min CN=98 Runoff=0.35 cfs 886 cf SubcatchmentP1: Subcat P1 Runoff Area=4,323 sf 96.27% Impervious Runoff Depth=5.76" Tc=6.0 min CN=WQ Runoff=0.82 cfs 2,075 cf Subcatchment P10: Subcat P10 Runoff Area=2,949 sf 88.16% Impervious Runoff Depth=5.32" Tc=6.0 min CN=WQ Runoff=0.52 cfs 1,306 cf Subcatchment P11: Subcat P11 Runoff Area=2,899 sf 71.85% Impervious Runoff Depth=4.43" Tc=6.0 min CN=WQ Runoff=0.42 cfs 1,069 cf Subcatchment P12: Subcat P12 Runoff Area=1,032 sf 99.99% Impervious Runoff Depth=5.96" Tc=6.0 min CN=WQ Runoff=0.20 cfs 513 cf Subcatchment P13: Subcat P13 Runoff Area=3,777 sf 0.00% Impervious Runoff Depth=0.50" Flow Length=151' Tc=7.9 min CN=39 Runoff=0.03 cfs 159 cf SubcatchmentP2: Subcat P2 Runoff Area=4,430 sf 79.09% Impervious Runoff Depth=4.82" Tc=6.0 min CN=WQ Runoff=0.70 cfs 1,779 cf SubcatchmentP3: Subcat P3 Runoff Area=2,060 sf 21.04% Impervious Runoff Depth=1.65" Tc=6.0 min CN=WQ Runoff=0.10 cfs 284 cf SubcatchmentP4: Subcat P4 Runoff Area=4,270 sf 87.93% Impervious Runoff Depth=5.30" Tc=6.0 min CN=WQ Runoff=0.74 cfs 1,887 cf Subcatchment P5: Subcat P5 Runoff Area=877 sf 100.00% Impervious Runoff Depth=5.96" Tc=6.0 min CN=98 Runoff=0.17 cfs 436 cf SubcatchmentP6: Subcat P6 Runoff Area=671 sf 82.16% Impervious Runoff Depth=4.99" Tc=6.0 min CN=WQ Runoff=0.11 cfs 279 cf Subcatchment P7: Subcat P7 Runoff Area=798 sf 100.00% Impervious Runoff Depth=5.96" Tc=6.0 min CN=98 Runoff=0.16 cfs 397 cf Subcatchment P8: Subcat P8 Runoff Area=1,613 sf 100.00% Impervious Runoff Depth=5.96" Tc=6.0 min CN=98 Runoff=0.32 cfs 802 cf SubcatchmentP9: Subcat P9 Runoff Area=1,563 sf 94.55% Impervious Runoff Depth=5.66" Tc=6.0 min CN=WQ Runoff=0.29 cfs 738 cf Pond 4P: Underground Chambers Peak EIev=301.10' Storage=2,800 cf Inflow=3.49 cfs 8,857 cf Outflow=1.40 cfs 8,857 cf Pond 5P: Sand Filter Pretreatment Peak EIev=302.25' Storage=58 cf Inflow=1.97 cfs 5,134 cf Outflow=1.97 cfs 5,138 cf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 2 Pond SMP1: Planter 1 Peak EIev=304.82' Storage=270 cf Inflow=0.74 cfs 1,887 cf Outflow=0.72 cfs 1,889 cf Pond SMP2: Planter2 Peak EIev=304.96' Storage=213 cf Inflow=0.43 cfs 1,081 cf Outflow=0.41 cfs 1,081 cf Pond SMP3: Planter 3 Peak EIev=304.91' Storage=67 cf Inflow=0.16 cfs 397 cf Outflow=0.15 cfs 398 cf Pond SMP4: Planter 4 Peak EIev=304.94' Storage=50 cf Inflow=0.29 cfs 738 cf Outflow=0.29 cfs 738 cf Pond SMP5: Sand Filter Peak EIev=303.89' Storage=233 cf Inflow=1.97 cfs 5,138 cf Primary=0.00 cfs 318 cf Secondary=1.93 cfs 4,821 cf Outflow=1.93 cfs 5,139 cf Link AP-1: Off-Site Flow Inflow=1.77 cfs 12,617 cf Primary=1.77 cfs 12,617 cf Total Runoff Area = 33,047 sf Runoff Volume = 12,608 cf Average Runoff Depth = 4.58" 25.35% Pervious = 8,376 sf 74.65% Impervious = 24,670 sf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment FD: Subcat FD Runoff = 0.35 cfs @ 11.96 hrs, Volume= 886 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 1,784 98 Paved parking, HSG A 1,784 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P1: Subcat P1 Runoff = 0.82 cfs @ 11.96 hrs, Volume= 2,075 cf, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 161 39 >75% Grass cover, Good, HSG A 4,162 98 Paved parking, HSG A 4,323 Weighted Average 161 3.73% Pervious Area 4,162 96.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P10: Subcat P10 Runoff = 0.52 cfs @ 11.96 hrs, Volume= 1,306 cf, Depth= 5.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 349 39 >75% Grass cover, Good, HSG A 2,600 98 Paved parking, HSG A 2,949 Weighted Average 349 11.84% Pervious Area 2,600 88.16% Impervious Area POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P11: Subcat P11 Runoff = 0.42 cfs @ 11.96 hrs, Volume= 1,069 cf, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 816 39 >75% Grass cover, Good, HSG A 2,082 98 Paved parking, HSG A 2,899 Weighted Average 816 28.15% Pervious Area 2,082 71.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P12: Subcat P12 Runoff = 0.20 cfs @ 11.96 hrs, Volume= 513 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 0 39 >75% Grass cover, Good, HSG A 1,032 98 Paved parking, HSG A 1,032 Weighted Average 0 0.01% Pervious Area 1,032 99.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P13: Subcat P13 Runoff = 0.03 cfs @ 12.05 hrs, Volume= 159 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 5 Area (sf) CN Description 3,777 39 >75% Grass cover, Good, HSG A 3,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.0500 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 0.4 51 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.9 151 Total Summary for Subcatchment P2: Subcat P2 Runoff = 0.70 cfs @ 11.96 hrs, Volume= 1,779 cf, Depth= 4.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 926 39 >75% Grass cover, Good, HSG A 3,503 98 Paved parking, HSG A 4,430 Weighted Average 926 20.91% Pervious Area 3,503 79.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P3: Subcat P3 Runoff = 0.10 cfs @ 11.98 hrs, Volume= 284 cf, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 1,627 39 >75% Grass cover, Good, HSG A 434 98 Paved parking, HSG A 2,060 Weighted Average 1,627 78.96% Pervious Area 434 21.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P4: Subcat P4 Runoff = 0.74 cfs @ 11.96 hrs, Volume= 1,887 cf, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 515 39 >75% Grass cover, Good, HSG A 3,755 98 Paved parking, HSG A 4,270 Weighted Average 515 12.07% Pervious Area 3,755 87.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P5: Subcat P5 Runoff = 0.17 cfs @ 11.96 hrs, Volume= 436 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 877 98 Paved parking, HSG A 877 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P6: Subcat P6 Runoff = 0.11 cfs @ 11.96 hrs, Volume= 279 cf, Depth= 4.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 120 39 >75% Grass cover, Good, HSG A 551 98 Paved parking, HSG A 671 Weighted Average 120 17.84% Pervious Area 551 82.16% Impervious Area POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P7: Subcat P7 Runoff = 0.16 cfs @ 11.96 hrs, Volume= 397 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 798 98 Paved parking, HSG A 798 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P8: Subcat P8 Runoff = 0.32 cfs @ 11.96 hrs, Volume= 802 cf, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 1,613 98 Paved parking, HSG A 1,613 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment P9: Subcat P9 Runoff = 0.29 cfs @ 11.96 hrs, Volume= 738 cf, Depth= 5.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.20" Area (sf) CN Description 85 39 >75% Grass cover, Good, HSG A 1,478 98 Paved parking, HSG A 1,563 Weighted Average 85 5.45% Pervious Area 1,478 94.55% Impervious Area POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 4P: Underground Chambers Inflow Area = 8,626 sf, 93.58% Impervious, Inflow Depth = 12.32" for 100-yr event Inflow = 3.49 cfs @ 11.98 hrs, Volume= 8,857 cf Outflow = 1.40 cfs @ 12.11 hrs, Volume= 8,857 cf, Atten= 60%, Lag= 8.2 min Primary = 1.40 cfs @ 12.11 hrs, Volume= 8,857 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 301.10' @ 12.12 hrs Surf.Area= 1,539 sf Storage= 2,800 cf Plug-Flow detention time= 48.6 min calculated for 8,857 cf(100% of inflow) Center-of-Mass det. time= 48.4 min ( 824.4 - 776.1 ) Volume Invert Avail.Storage Storage Description #1A 298.78' 1,152 cf 23.69'W x 64.99'L x 4.07'H Field A 6,267 cf Overall - 3,388 cf Embedded = 2,880 cf x 40.0% Voids #2A 299.03' 3,218 cf ACF R-Tank HD 2 x 390 Inside#1 Inside= 15.7"W x 33.9"H => 3.52 sf x 2.35'L = 8.3 cf Outside= 15.7"W x 33.9"H => 3.70 sf x 2.35'L = 8.7 cf 15 Rows of 26 Chambers #3 301.50' 63 cf 12.0" Round Pipe Storage L= 80.0' S= 0.0050 '/' 4,433 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 4 298.73' 3.0" Vert. Orifice/Grate C= 0.600 #2 Device 4 299.60' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 300.95' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Primary 298.73' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/ Outlet Invert= 298.73' /298.58' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.30 cfs @ 12.11 hrs HW=301.09' (Free Discharge) L4=Culvert (Passes 1.30 cfs of 4.95 cfs potential flow) -1=Orifice/Grate (Orifice Controls 0.35 cfs @ 7.20 fps) -2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.62 fps) -3=Sharp-Crested Rectangular Weir(Weir Controls 0.67 cfs @ 1.22 fps) Summary for Pond 5P: Sand Filter Pretreatment Inflow Area = 12,438 sf, 81.48% Impervious, Inflow Depth = 4.95" for 100-yr event Inflow = 1.97 cfs @ 11.97 hrs, Volume= 5,134 cf Outflow = 1.97 cfs @ 11.97 hrs, Volume= 5,138 cf, Atten= 0%, Lag= 0.0 min Primary = 1.97 cfs @ 11.97 hrs, Volume= 5,138 cf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 9 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Starting Elev= 302.03' Surf.Area= 18 sf Storage= 54 cf Peak Elev= 302.25' @ 11.97 hrs Surf.Area= 18 sf Storage= 58 cf (4 cf above start) Plug-Flow detention time= 13.3 min calculated for 5,084 cf(99% of inflow) Center-of-Mass det. time= 0.0 min ( 762.8 - 762.7 ) Volume Invert Avail.Storage Storage Description #1 299.03' 99 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 299.03 18 0 0 304.53 18 99 99 Device Routing Invert Outlet Devices #1 Primary 302.03' 6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.91 cfs @ 11.97 hrs HW=302.24' (Free Discharge) 4-1=Sharp-Crested Rectangular Weir(Weir Controls 1.91 cfs @ 1.51 fps) Summary for Pond SMP1: Planter 1 Inflow Area = 4,270 sf, 87.93% Impervious, Inflow Depth = 5.30" for 100-yr event Inflow = 0.74 cfs @ 11.96 hrs, Volume= 1,887 cf Outflow = 0.72 cfs @ 11.98 hrs, Volume= 1,889 cf, Atten= 3%, Lag= 1.1 min Primary = 0.72 cfs @ 11.98 hrs, Volume= 1,889 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 304.82' @ 11.98 hrs Surf.Area= 404 sf Storage= 270 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 49.4 min ( 792.4 - 742.9 ) Volume Invert Avail.Storage Storage Description #1 304.15' 404 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.15 404 0 0 305.15 404 404 404 Device Routing Invert Outlet Devices #1 Device 3 304.65' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 3 304.15' 2.000 in/hr Exfiltration over Surface area #3 Primary 302.65' 12.0" Round Culvert L= 120.0' Ke= 0.500 Inlet/ Outlet Invert= 302.65' / 302.05' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 sin 00439 ©2018 HydroCAD Software Solutions LLC Page 10 Primary OutFlow Max=0.70 cfs @ 11.98 hrs HW=304.81' (Free Discharge) L3=Culvert (Passes 0.70 cfs of 3.65 cfs potential flow) -1=Orifice/Grate (Weir Controls 0.68 cfs @ 1.32 fps) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond SMP2: Planter 2 Inflow Area = 2,285 sf, 94.76% Impervious, Inflow Depth = 5.68" for 100-yr event Inflow = 0.43 cfs @ 11.96 hrs, Volume= 1,081 cf Outflow = 0.41 cfs @ 11.99 hrs, Volume= 1,081 cf, Atten= 4%, Lag= 1.4 min Primary = 0.41 cfs @ 11.99 hrs, Volume= 1,081 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 304.96' @ 11.98 hrs Surf.Area= 347 sf Storage= 213 cf Plug-Flow detention time= 52.2 min calculated for 1,080 cf(100% of inflow) Center-of-Mass det. time= 52.6 min ( 794.0 - 741.5 ) Volume Invert Avail.Storage Storage Description #1 304.35' 347 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.35 347 0 0 305.35 347 347 347 Device Routing Invert Outlet Devices #1 Device 3 304.85' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 3 304.35' 2.000 in/hr Exfiltration over Surface area #3 Primary 301.35' 6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/ Outlet Invert= 301.35' / 301.35' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.40 cfs @ 11.99 hrs HW=304.96' (Free Discharge) 4-3=Culvert (Passes 0.40 cfs of 1.73 cfs potential flow) 11=Orifice/Grate (Weir Controls 0.38 cfs @ 1.09 fps) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond SMP3: Planter 3 Inflow Area = 798 sf,100.00% Impervious, Inflow Depth = 5.96" for 100-yr event Inflow = 0.16 cfs @ 11.96 hrs, Volume= 397 cf Outflow = 0.15 cfs @ 11.97 hrs, Volume= 398 cf, Atten= 3%, Lag= 0.5 min Primary = 0.15 cfs @ 11.97 hrs, Volume= 398 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 304.91' @ 11.97 hrs Surf.Area= 119 sf Storage= 67 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 11 Center-of-Mass det. time= 50.8 min ( 791.3 - 740.5 ) Volume Invert Avail.Storage Storage Description #1 304.35' 119 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.35 119 0 0 305.35 119 119 119 Device Routing Invert Outlet Devices #1 Device 3 304.85' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 3 304.35' 2.000 in/hr Exfiltration over Surface area #3 Primary 301.35' 6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/ Outlet Invert= 301.35' / 301.35' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=0.15 cfs @ 11.97 hrs HW=304.91' (Free Discharge) 4-3=Culvert (Passes 0.15 cfs of 1.72 cfs potential flow) -1=Orifice/Grate (Weir Controls 0.14 cfs @ 0.79 fps) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Summary for Pond SMP4: Planter 4 Inflow Area = 1,563 sf, 94.55% Impervious, Inflow Depth = 5.66" for 100-yr event Inflow = 0.29 cfs @ 11.96 hrs, Volume= 738 cf Outflow = 0.29 cfs @ 11.97 hrs, Volume= 738 cf, Atten= 2%, Lag= 0.2 min Primary = 0.29 cfs @ 11.97 hrs, Volume= 738 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 304.94' @ 11.97 hrs Surf.Area= 85 sf Storage= 50 cf Plug-Flow detention time= 45.8 min calculated for 737 cf(100% of inflow) Center-of-Mass det. time= 45.8 min ( 787.3 - 741.5 ) Volume Invert Avail.Storage Storage Description #1 304.35' 85 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 304.35 85 0 0 305.35 85 85 85 Device Routing Invert Outlet Devices #1 Device 3 304.85' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 3 304.35' 2.000 in/hr Exfiltration over Surface area #3 Primary 301.35' 6.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/ Outlet Invert= 301.35' / 301.35' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf POST-Development alt 2020-3-3 Type II 24-hr 100-yr Rainfall=6.20" Prepared by The LA Group Printed 3/3/2020 HydroCAD® 10.00-21 s/n 00439 ©2018 HydroCAD Software Solutions LLC Page 12 Primary OutFlow Max=0.28 cfs @ 11.97 hrs HW=304.94' (Free Discharge) L3=Culvert (Passes 0.28 cfs of 1.73 cfs potential flow) AL1=Orifice/Grate (Weir Controls 0.28 cfs @ 0.98 fps) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Summary for Pond SMP5: Sand Filter Inflow Area = 12,438 sf, 81.48% Impervious, Inflow Depth = 4.96" for 100-yr event Inflow = 1.97 cfs @ 11.97 hrs, Volume= 5,138 cf Outflow = 1.93 cfs @ 11.98 hrs, Volume= 5,139 cf, Atten= 2%, Lag= 0.9 min Primary = 0.00 cfs @ 1.25 hrs, Volume= 318 cf Secondary = 1.93 cfs @ 11.98 hrs, Volume= 4,821 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs/2 Peak Elev= 303.89' @ 11.98 hrs Surf.Area= 48 sf Storage= 233 cf Plug-Flow detention time= 57.4 min calculated for 5,134 cf(100% of inflow) Center-of-Mass det. time= 58.8 min ( 821.5 - 762.8 ) Volume Invert Avail.Storage Storage Description #1 299.03' 264 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 299.03 48 0 0 304.53 48 264 264 Device Routing Invert Outlet Devices #1 Device 2 299.03' 1.750 in/hr Exfiltration over Surface area #2 Primary 299.03' 6.0" Round Culvert L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 299.03' /298.73' S= 0.0088 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Secondary 302.25' 8.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 1.25 hrs HW=299.09' (Free Discharge) 4-2=Culvert (Passes 0.00 cfs of 0.01 cfs potential flow) 4-1=Exfiltration (Exfiltration Controls 0.00 cfs) Secondary OutFlow Max=1.87 cfs @ 11.98 hrs HW=303.82' (Free Discharge) 4-3=Orifice/Grate (Orifice Controls 1.87 cfs @ 5.35 fps) Summary for Link AP-1: Off-Site Flow Inflow Area = 33,047 sf, 74.65% Impervious, Inflow Depth = 4.58" for 100-yr event Inflow = 1.77 cfs @ 12.10 hrs, Volume= 12,617 cf Primary = 1.77 cfs @ 12.10 hrs, Volume= 12,617 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Job Name and# Bethesda Minimum Runoff Reduction Volume 8/28/2015 (Revised: 3/3/2020) RRv= [(P)(Rv*)(Ai)]/12 Where: Ai = (S)(Aic) Rv = 0.05 + 0.009(I) where I is 100% impervious Ai =impervious cover targeted for runoff reduction Aic= Total area of new impervious cover P = 90%rainfall (see Figure 4.1 in NYS Stormwater Management Design Manual) S = Hydrologic Soil Group (HSG) Specific Reduction Factor(S) A=0.55, B=0.40, C=0.30, D=0.20 S (HSG A) 0.55 Aic 0.32 acres Rv 0.95 90% Rainfall 1.15 Ai 0.176 RRv= 0.016 acre feet= 698 ft3 Stormwater Practice Sizing Job Name and# Bethesda Water Quality Volume Calculation 8/19/2015 (Revised: 3/3/2020) WQv= [(P)(Rv)(A)]/12 Where: Rv=0.05+0.009(I) I=impervious cover in percent P=90%rainfall(see Figure 4.1 in NYS Stormwater Management Design Manual) A=Area in acres New Impervious %Impervious 100.00% Rv 0.95 90%Rainfall 1.15 Area in Square Feet 13975 WQv Required= 1272 ft3 0.029 ac-ft Bethesda 201515 Revised:3-3-2020 STORMWATER MANAGEMENT PRACTICE WORKSHEET (See Section 6.4.4 of the NYSDEC Stormwater Management Design Manual 2015) Planter 1 Planter 2 Planter 3 Planter 4 Sand Filter 1. Underlying soil permeability = 0.50 0.50 0.50 0.50 0.50 in/hr (if no underdrains proposed,must infiltrate within 48 hours, HSG A and B Soils) 2. Calculate WQv: DA(maximum 5 acres) = 4,270 2,285 798 1,563 12,438 ftz Percent Impervious Area,I = 87.93 94.76 100.00 94.55 81.48 Rv=.05+.009(I)(Minimum 0.2) = 0.841 0.903 0.950 0.901 0.783 P(90%Rainfall) = 1.15 1.15 1.15 1.15 1.15 in. WQv=P Rv A/12 = 344 198 73 135 934 ft' 3. Bioretention Details: Material Planting Soil Mix Planting Soil Mix Planting Soil Mix Planting Soil Mix Sand/Gravel Filter bed depth(dr)(2.5-4.0 ft) = 1.50 1.50 1.50 1.50 3.00 ft Coefficient of permeability of filter media(k) = 400 4.00 4.00 4.00 3.50 ft/day Avg.height of water above filter media(hr)(max.0.5 ft = 0.50 0.50 0.50 0.50 0.50 ft Design filter bed drain time(ti) = 0.17 0.17 0.17 0.17 1.67 days 4. Calculate required bioretention surface area(A,): Surface area(Ad= WQv x df k(hr+dr)Or) Required Surface Area()V = 387 218 80 149 137 ftZ 5. Bioretention surface area provided = 404 347 119 85 66 ft'(design) 6. Water Quality Volume provided = 359 315 108 77 450 ft3(design) 7. Runoff Reduction Volume provided = 344 198 73 77 0 ft3(design) Appendix B Soil Survey and Map Set USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for N RCS States Department of Agriculture and other Saratoga Federal agencies, State Natural agencies including the Resources Agricultural Experiment County New Conservation Stations, and local Service participants York 4y,-, ,44,,. 4. ., .,, ...._.„ 4 ' ,,I t IF - , r ,-,,, . - . , , . , iik la i i:4-1,,, , ... „��— , _ __ _ J -- ra �. _ ,,IYi jj ., i En- FF q F •.• 1 IMIll Mil 11.1 I In 1 0 ==p====__8,000 ft 4 +- March 30, 2015 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.nres.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.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 ora 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 Soil Map 5 Soil Map 6 Legend 7 Map Unit Legend 8 Map Unit Descriptions 8 Saratoga County, New York 10 WnB—Windsor loamy sand, 3 to 8 percent slopes 10 4 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. 5 Custom Soil Resource Report Soil Map 598630 598650 598670 598690 598710 598730 598750 598770 43°4'51"N o ,. 1 I I I .* : I 43°4'51"N 4.41 o 14 4.41 o 7 V O 0" ,r. O s i( ZAILwk II '" •1 tl: w t f ` yr: n, Cr 0 h. ci- 44 f 4 41% 4 a G 'N " 44 M 4.41 O e rr k� h. « - l a. v h. r 4.11 v " 40,.. "filhotic . . O h. Po f,), P . I,1 ''- tit' r MB ro o R. 11!A $ • O 27r—f- T ro y Jho w h. m h. .J�1Yi M i f 19, � 11. MO o h. "ry y r. 43°4'44"N .v I. I 1 I _ 43°4'44"N 598630 598650 598670 598690 598710 598730 598750 598770 598790 Map Scale:1:1,070 if printed on A portrait(8.5"x 11")sheet. ` Meters ` N 0 15 30 60 90 A Feet 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 6 a) a) O - O) O O) (6 O O C O = a) (0 OiF a) — C O -c 3 co O U a) V N O w U Ul U m N 0 a) 5 N N N O O N O N N 2i C �_ V O c a) U O) O p L N -O Ul pI N 3 O N o_ E N U 'O a) a) O - O U U U (6 a) -O D o E O a) N O c E a) vo m ul E U ul a) '5 W E E U N = � O_ 3 0 -O 7 � w p 0 O_ 0) U N a) `p • Ul 7 '6 a) O_ 0) O co E N 0 U (6 i N w O U Y co (0 0 Z E o m °� osco U `o E 3 U fUA co — -c N N(D o O O N a. } O = (cn 0 E co o Q cn u) 73 NCD z N N 3 o ai < _ o 0_ a) o ul co -o 's • O o 0 o E E• 0• .N w os p a z o N CO Q m m o os N o o f u) > o ul re 3 voi m g m ou so = U) a) m O a) Q D O To.: a) _ 2 co a) U co • C a) 3 U o) O--p W '> O T > O a) 7 2� U p (6 O co 0 O O_ O LL w w s o a) os 3 U o- o E > (o a) tl) Q .� N L O aN) Q -o .0 E 0 co C N -c N E Z o 0 o a) mCC 'o O .O (� a) a) co CL E ci) o a) 0 ( — L 'o o_ `O -a m N w Q aNi E a >. f 0 a) ul 8 o a) Q.2 a) a) a) `m j °) a) CO O N Ul Q N (6 J co C (6 V) (0 L N a) • N E N O co > z < U co a) — co O %O N O (3 m E ti) E m a) a) Q m m N ami •N is a) 0 •• '6 0 s >. s is rn a) C >+ a) a) Ul U '6 O N a) W (6 p '6 >+ = L o c m ~ oo o• w 3 u) c — w .0 < os :� m t c N = co a) N ' U " E u) w E os = c a) a) = a) o_ CO ul ith E c a) o os p ao -2 .o < o_ (o O -o = a) -2 a) a) o o 0 a) ' o 3 T o) rn s a) voi - v°)i v'i � co -2 w ° c N o_ a) u) a) E ul o 'Q a) O- . a) os p w o) co o o .a? os a) U N > — — m °? a) E m E H 5 W E Q ( a E u) 50 2 Q Q o H -' co u) co o ON H co) ._ o t 0 Q a) II a) U L 0 U, NNa) N- o CO d N co N Q L O O 0 UC L 0 _ NN= N ° N 2 w -o -o LO o - O O a a) 0 0 R o aa mE .o a — a) U cat.) N Na O R N • O L N U (n (o > 0 (o 2 V) o aE D J v a o R r ` 2 a) 0 LL Q ca mLU I t cs CD F m W J CL c R 3 QQ Q o• � N • ao (n N E aa)° ° a 'Zi ai N ) 2 . w . y 2 a Q a cl c) 2 ° oo °0 c c c w Q 'Q > > > l 00 w wO om w w o O Q Q Q R a >, = o m = CO CO >• co a 0 RRR N a aw o f O ao o LL 3 O > > > a Yw R a 0 2 c > 0 a To d '0 '0 '0 O `o R O2 2 N N R C w 0 o N R (' c 70 0 < (n (n (n •o m m 0 0 0 0 J J a a (o (o (n in in (n a) a R 1-1530 - - tr *. 0 oa ? Lill 1 ■ (a a 0 Custom Soil Resource Report Map Unit Legend Saratoga County,New York(NY091) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnB Windsor loamy sand,3 to 8 4.8 100.0% percent slopes Totals for Area of Interest 4.8 100.0% 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 forthe 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,ordissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 8 Custom Soil Resource Report 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. 9 Custom Soil Resource Report Saratoga County, New York WnB—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,040 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Outwash plains, outwash terraces, dunes, deltas Landform position (three-dimensional): Tread, riser Down-slope shape: Linear, convex Across-slope shape: Linear, convex Parent material: Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile 0-0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Minor Components Hinckley, loamy sand Percent of map unit: 10 percent 10 Custom Soil Resource Report Landform: Deltas, kames, eskers, outwash plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Head slope, nose slope, side slope, crest, rise Down-slope shape: Convex Across-slope shape: Convex, linear Deerfield, loamy sand Percent of map unit: 5 percent Landform: Terraces, deltas, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear 11 GIFFORD ENGINEERING Geotechnical & Geoenvironmental Services January 23, 2015 JGWA Architecture Attn: Ms. Shannon Brown 384 Broadway Albany,NY 12207 Re: Revised Addendum to Geotechnical Engineering Report, Bedrock Evaluation at Proposed Parking Garage at Bethesda Church Washington St, Saratoga Springs,NY, File No. 1476 Dear Ms. Brown: Reference is made to the Geotechnical Engineering Report for the referenced project. The client requested additional subsurface investigation services to further define the depth to bedrock throughout the site. Services are outlined in our proposal dated January 8, 2015 and authorized by the client. Fifteen test pits were excavated at the site completing a 4 by 5 grid, when combined with the five borings that were previously done and reported in the Geotechnical Report. A location diagram is attached with the test pit logs. The test pits were located by the geotechnical by measuring off existing improvements and spacing them between the boring stakes. The pits were excavated with a track-mounted excavator. The pits were logged by the geotechnical engineer by measuring down the sidewalls to changes in stratigraphy and water conditions. Test pits were backfilled immediately with spoils and stakes were placed in the area of the test pit after backfilling. The site is underlain with native soil that was used as backfill at previous buildings. The soil is comprised of sandy silt with trace gravel and debris such as concrete, brick, concrete block, granite blocks, wood, plastic, metals. The bedrock was encountered at depths of between 4 and 10.5 feet, being generally deeper to the north as the ground surface slopes down to the south. The bedrock was hard and the excavator was unable to penetrate it. A table is attached with bedrock depth and elevation that is based on the topographic mapping provided. It is strongly recommended that a surveyor locate the stakes in plan and elevation. The boring location map that was prepared for the original report should be updated to show test pits and borings with topography. The map can then be used to develop an accurate top of bedrock contour map. This map will be helpful when planning the foundation for the parking structure and to minimize rock removal. The geotechnical report states that the NYS Bedrock mapping identifies the local bedrock as Canajoharie Shale. This is an error; experience dictates that local bedrock is hard limestone. If I can be of further assistance in this matter, please contact me. Truly yours, Gifford Engineering LLC . ( ) v (56) Gregory P Gifford PhD PE President 875 Pearse Road Niskayuna,NY 12309-2909 Tel: (518) 382-2545 Fax: (518)382-5494 >r v s a 4xxw was 7 s� r; IF a § 2 P W A„ z .a O fl ,,,, tri u � I r�a<y�. & -ql RYs.d zti H U H C7 c kLOR IC i 1'1 al .11 Ix F I - Al ��pa aN7P:0•.°_ a: zup a w ¢ U O o w 0 Cir ., w E z H W wcea � H � x E-1o 0 g w p aAxAmin �zgW0Q II iYAP A 4.. .-� a4wzC. Zx I NM MN 4. rrZ-,, r� wr� Hw _ vA , I I 11 €x. MOMWMIII I / r H O Hw Z w 1 ;100�`t W 1 a 44 o P4 44 i...-4--, 4 A i „ . . • , , I -0- A Lk 01fzi \ V 1 .— ' I fxL !P �` ! " a— �l� Fx �� M '-rte z cv ..., -11-A-1 *H..1 A.' )gs *In-+ ,.._,+ — 1 p 1 II CNA I t! GIFFORD ENGINEERING Geotechnical& Geoenvironmental Services January 19, 2015 TEST PIT LOGS Bethesda Church Parking Garage, File No. 1476 25 Washington Street Saratoga Springs, NY 12866 Excavated by Galusha Construction with a Link-Belt 160 LX on January 16, 2015. Logged by J. Bazan Note: The bedrock is described as hard in the logs because the excavator was unable to scratch or break into the bedrock surface. TP #1 0.0'-0.5' Brown, moist, topsoil. 0.5'-10.5' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, ML, native fill. Refusal at 10.5 feet at hard bedrock. End of test pit at 10.5 feet. Water at 8.5 feet. TP #2 0.0'-0.5' Brown, moist, topsoil. 0.5'-10.0' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, ML, native fill. Refusal at 10.0 feet at hard bedrock. End of test pit at 10.0 feet. Water at 8.0 feet. TP #3 0.0'-0.5' Brown, moist, topsoil. 0.5'-7.3' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, marble blocks and building debris, ML, fill. Two mortared brick foundation walls, approximately 12 inches wide by 3 feet tall bearing on bedrock, form a corner at the center of the pit. No footing was encountered. Refusal at 7.3 feet at hard bedrock. End of test pit at 7.3 feet. Parched water was released from the interior of the foundation corner into the bottom of the test pit. TP #4 0.0'-0.5' Brown, moist, topsoil. 0.5'-6.0' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, marble blocks and building debris, ML, fill. The marble blocks were set between two 12 inch wide brick walls to form a stairway from 2 feet deep to bedrock that heads down to the South approximately perpendicular to Washington Street. Refusal at 6.0 feet at hard bedrock. End of test pit at 6.0 feet. No water encountered. 875 Pearse Road Niskayuna,NY 12309-2909 Tel:(518)382-2545 Fax:(518)382-5494 File No.: 1476 Test Pit Logs-Bethesda Church Parking Garage Page 2 TP #5 0.0'-0.5' Brown, moist, topsoil. 0.5'-5.0' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, marble blocks, building debris, ash, a cast iron skillet, and glass bottles, ML, fill. Possible location of pre- existing fireplace. Refusal at 5.0 feet at hard bedrock. End of test pit at 5.0 feet. No water encountered. TP #6 0.0'-0.5' Brown, moist, topsoil. 0.5'-4.5' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, stone blocks and building debris, ML, fill. A 20 inch wide by 2 feet tall mortared stone wall was encountered bearing on the bedrock heading to the north. Refusal at 4.5 feet at hard bedrock. End of test pit at 4.5 feet. No water encountered. TP #7 0.0'-0.5' Brown, moist, topsoil. 0.5'-6.3' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, stone blocks and building debris, ML, fill. Refusal at 6.3 feet at hard bedrock. End of test pit at 6.3 feet. The bottom inch of soil was wet,probable perched water on bedrock. TP #8 0.0'-0.5' Brown, moist, topsoil. 0.5'-4.8' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, ML, native fill. Refusal at 4.8 feet at hard bedrock. End of test pit at 4.8 feet. No water encountered. TP #9 0.0'-0.5' Brown, moist, topsoil. 0.5'-4.7' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, ML, native fill. Refusal at 4.7 feet at hard bedrock. End of test pit at 4.7 feet. No water encountered. TP #10 (Test pit between two old large trees.) 0.0'-0.5' Brown, moist, topsoil with roots. 0.5'-5.4' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, ML, native. Roots to 1.5 feet. Refusal at 5.4 feet at hard bedrock. End of test pit at 5.4 feet. No water encountered. File No.: 1476 Test Pit Logs-Bethesda Church Parking Garage Page 3 TP #11 0.0'-0.7' Brown, moist, topsoil with roots. 0.7'-5.0' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders and stone blocks, ML, fill. Roots to 1.5 feet. A 20 inch wide by 2 feet tall mortared stone block wall was encountered heading north from the test pit. Refusal at 5.0 feet at hard bedrock. End of test pit at 5.0 feet. No water encountered. TP #12 0.0'-0.7' Brown, moist, topsoil with roots. 0.7'-4.5' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders and stone blocks, ML, fill. Roots to 1.5 feet. Refusal at 4.5 feet at hard bedrock. End of test pit at 4.5 feet. No water encountered. TP #13 0.0'-0.7' Brown, moist, topsoil with roots. 0.7'-5.3' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders and stone blocks, ML, fill. Roots to 1.5 feet. A 4 inch diameter orange/red clay tile drain, that appeared to be abandoned, was encountered and destroyed at 12 inches deep. Refusal at 5.3 feet at hard bedrock. End of test pit at 5.3 feet. No water encountered. TP #14 0.0'-0.7' Brown, moist, topsoil with roots. 0.7'-4.5' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders and stone blocks, ML, fill. Roots to 1.5 feet. A 4 inch diameter pipe, that appeared to be abandoned was encountered and destroyed at 2.5 feet deep. A 10 inch diameter pipe, that appeared to be abandoned was encountered and destroyed at the bottom of the test pit. Refusal at 4.5 feet at hard bedrock. End of test pit at 4.5 feet. No water encountered. TP #15 0.0'-0.7' Brown, moist, topsoil. 0.7'-4.0' Brown, moist, Sandy Silt, trace Gravel with occasional round Cobbles and Boulders, concrete chunks, bricks, stone blocks and building debris, ML, fill. Refusal at 4.0 feet at hard bedrock. End of test pit at 4.0 feet. No water encountered. GIFFORD ENGINEERING Geotechnical& Geoenvironmental Services BEDROCK DEPTH SUMMARY Bethesda Church Parking Garage 25 Washington Street Saratoga Springs,NY 12866 File No. 1476 (Depths measured from existing ground surface.) Location Depth(ft) Elevation (ft) B-1 11.0 303.9 TP#2 10.0 303.2 TP#1 10.5 303.6 B-4 7.5 302.9 TP#3 7.3 302.2 TP#4 6.0 302.2 TP#5 5.0 302.2 TP#6 4.5 302.2 TP#7 6.3 301.4 TP#8 4.8 301.3 B-5 6.0 301.2 TP#9 4.7 301.4 TP#10 5.4 300.7 TP#11 5.0 300.4 TP#12 4.5 300.2 TP#13 5.3 299.9 B-3 7.0 300.4 TP#14 4.5 299.6 TP#15 4.0 299.2 B-2 8.0 299.1 875 Pearse Road Niskayuna,NY 12309-2909 Tel:(518)382-2545 Fax:(518)382-5494 GENERAL NOTES DRILLING & SAMPLING SYMBOLS* WATER LEVEL SYMBOLS** SS Split Spoon— 1 3/8"I.D., 2" O.D. WL Water Level ST Shelby Tube—3" O.D. WCI Wet Cave In OS Osterberg Sampler—3" Shelby Tube DCI Dry Cave In PA Power Auger Sample WS While Sampling DB Diamond Core—NQ, BX, HQ WD While Drilling WR Weight of Rod BCR Before Casing Removal WH Weight of Hammer ACR After Casing Removal RD Rotary Drill Bit AB After Boring DC Driven Casing, Washed WB Washed Boring HSA Hollow Stem Auger OH Open Hole *Standard"N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon, except where noted. ** Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible in even several days observation, and additional evidence on ground water elevations must be sought. CLASSIFICATION COHESIONLESS SOILS COHESIVE SOILS* "Trace" 1% - 10% N (Blows/ft) Q, (TSF) "Little" 10% - 20% Soft 0—4 0.00—0.49 "Some" 20% - 35% Medium 5 —8 0.50—0.99 "And" 35% - 50% Stiff 9— 15 1.00— 1.99 Very Stiff 16—30 2.00—3.99 Loose 0 —9 Blows Hard > 30 >_ 4.00 Medium Dense 10 —29 Blows Dense 30 — 50 Blows Very Dense > 50 Blows * If Clay content is sufficient so that clay dominates soil properties, then Clay becomes the principal known with the other major soil constituent as modifier: i.e., Silty Clay. Other minor soil constituents may be added according to classification breakdown for cohesionless soils: i.e., Silty Clay, little Sand, trace Gravel. Additional explanation available upon request. See attached Unified Soil Classification sheet. Updated Dec 2004 C u 3 t, =g Gca c e,C C rC a 5 G - t? W ; c . d !IN. 8 4 . s. E $ w 33.3 - $ X' '2 c05 4 2a2 -0 » < rrv _ - • I`7�S` . ��g�p III I, L 1 a •--4i 9E u-EbYp I. 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Geotechnical Services Are Performed for • elevation,configuration,location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engineer • project ownership. may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each geo- As a general rule, always inform your geotechnical engineer of project technical engineering report is unique,prepared solely for the client. No one changes - even minor ones - and request an assessment of their impact. except you should rely on your geotechnical engineering report without first Geotechnical engineers cannot accept responsibility or liability for problems conferring with the geotechnical engineer who prepared it.And no one-not that occur because their reports do not consider developments of which they even you-should apply the report for any purpose or project except the one were not informed. originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at the Serious problems have occurred because those relying on a geotechnical time the study was performed. Do not rely on a geotechnical engineering engineering report did not read it all. Do not rely on an executive summary. report whose adequacy may have been affected by: the passage of time; by Do not read selected elements only. man-made events,such as construction on or adjacent to the site;or by natu- ral events,such as floods,earthquakes,or groundwater fluctuations.Always A Geotechnical Engineering Report Is Based on contact the geotechnical engineer before applying the report to determine if it A Unique Set of Project-Specific Factors is still reliable.A minor amount of additional testing or analysis could prevent Geotechnical engineers consider a number of unique,project-specific factors major problems. when establishing the scope of a study. Typical factors include: the client's goals,objectives,and risk management preferences;the general nature of the Most Geotechnical Findings Are Professional structure involved, its size, and configuration; the location of the structure Opinions on the site;and other planned or existing site improvements,such as access Site exploration identifies subsurface conditions only at those points where roads,parking lots,and underground utilities.Unless the geotechnical engi- subsurface tests are conducted or samples are taken.Geotechnical engineers neer who conducted the study specifically indicates otherwise,do not rely on review field and laboratory data and then apply their professional judgment a geotechnical engineering report that was: to render an opinion about subsurface conditions throughout the site.Actual • not prepared for you, subsurface conditions may differ-sometimes significantly from those indi- • not prepared for your project, cated in your report.Retaining the geotechnical engineer who developed your • not prepared for the specific site explored,or report to provide construction observation is the most effective method of •completed before important project changes were made. managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical A Report's Recommendations Are Not Final engineering report include those that affect: Do not overrely on the construction recommendations included in your re- •the function of the proposed structure,as when it's changed from a port. Those recommendations are not final, because geotechnical engineers parking garage to an office building,or from alight industrial plant develop them principally from judgment and opinion.Geotechnical engineers to a refrigerated warehouse, can finalize their recommendations only by observing actual subsurface conditions revealed during construction.The geotechnical engi- to disappointments, claims, and disputes. To help reduce the risk of such neer who developed your report cannot assume responsibility or liability for outcomes,geotechnical engineers commonly include a variety of explanatory the report's recommendations if that engineer does not perform construction provisions in their reports. Sometimes labeled "limitations" many of these observation. provisions indicate where geotechnical engineers' responsibilities begin and end,to help others recognize their own responsibilities and risks. Read A Geotechnical Engineering Report Is Subject to these provisions closely.Ask questions.Your geotechnical engineer should Misinterpretation respond fully and frankly. Other design team members' misinterpretation of geotechnical engineer- ing reports has resulted in costly problems. Lower that risk by having your Geoenvironmental Concerns Are Not Covered geotechnical engineer confer with appropriate members of the design team The equipment, techniques, and personnel used to perform a geoenviron- after submitting the report.Also retain your geotechnical engineer to review mental study differ significantly from those used to perform a geotechnical pertinent elements of the design team's plans and specifications.Contractors study.For that reason,a geotechnical engineering report does not usually re- can also misinterpret a geotechnical engineering report.Reduce that risk by late any geoenvironmental findings,conclusions,or recommendations;e.g., having your geotechnical engineer participate in prebid and preconstruction about the likelihood of encountering underground storage tanks or regulated conferences,and by providing construction observation. contaminants. Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoenvironmental in- Do Not Redraw the Engineer's Logs formation,ask your geotechnical consultant for risk management guidance. Geotechnical engineers prepare final boring and testing logs based upon Do not rely on an environmental report prepared for someone else. their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should Obtain Professional Assistance To Deal with Mold never be redrawn for inclusion in architectural or other design drawings. Diverse strategies can be applied during building design,construction, op- Only photographic or electronic reproduction is acceptable, but recognize eration,and maintenance to prevent significant amounts of mold from grow- that separating logs from the report can elevate risk. ing on indoor surfaces.To be effective,all such strategies should be devised for the express purpose of mold prevention,integrated into a comprehensive Give Contractors a Complete Report and plan,and executed with diligent oversight by a professional mold prevention Guidance consultant. Because just a small amount of water or moisture can lead to Some owners and design professionals mistakenly believe they can make the development of severe mold infestations, a number of mold prevention contractors liable for unanticipated subsurface conditions by limiting what strategies focus on keeping building surfaces dry. While groundwater, wa- they provide for bid preparation.To help prevent costly problems, give con- ter infiltration, and similar issues may have been addressed as part of the tractors the complete geotechnical engineering report, butpreface it with a geotechnical engineering study whose findings are conveyed in-this report, clearly written letter of transmittal.In that letter,advise contractors that the the geotechnical engineer in charge of this project is not a mold prevention report was not prepared for purposes of bid development and that the report's consultant; none of the services performed in connection with accuracy is limited;encourage them to confer with the geotechnical engineer the geotechnical engineer's study were designed or conducted who prepared the report(a modest fee may be required)and/or to conduct ad- for the purpose of mold prevention.Proper implementation of ditional study to obtain the specific types of information they need or prefer. the recommendations conveyed in this report will not of itself A prebid conference can also be valuable.Be sure contractors have sufficient be sufficient to prevent mold from growing in or on the struc- time to perform additional study.Only then might you be in a position to give ture involved. contractors the best information available to you,while requiring them to at least share some of the financial responsibilities stemming from unantici- Rely on Your ASFE-Member Geotechnical pated conditions. Engineer For Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engi- Read Responsibility Provisions Closely neers to a wide array of risk management techniques that can be of genuine Some clients,design professionals,and contractors do not recognize that benefit for everyone involved with a construction project. Confer with your geotechnical engineering is far less exact than other engineering disciplines. ASFE-member geotechnical engineer for more information. This lack of understanding has created unrealistic expectations that have led ASFE The Best People on Earth 8811 Colesville Road/Suite G106,Silver Spring, MD 20910 Telephone:'301/565-2733 Facsimile:301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFEs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and only for purposes of scholarly research or book review Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm, individual,or other entity that so uses this document without being anASFE member could be committing negligent or intentional(fraudulent)misrepresentation. IIGER06045.0M Appendix C SWPPP Inspection Form Bethesda Parish House WEEKLY SWPPP INSPECTION REPORT Inspector Name: Date: Signature (required): Time: Weather: Inspection #: Soil Conditions (dry, saturated, etc): Note: Digital photos,with date stamp required for all practices requiring corrective action, before and after, to be attached to the inspection report. YES NO N/A 1. ❑ ❑ ❑ Routine Inspection. Date of last inspection: 2. Inspection following rain event. Date/time of storm ending: ❑ ❑ ❑ Rainfall amount: Recorded by: 3. ❑ ❑ ❑ Is this a final site inspection? 4. ❑ ❑ ❑ Has site undergone final stabilization? ❑ ❑ ❑ If so, have all temporary erosion and sediment controls been removed? Site Disturbance (Indicate Locations on Plan) YES NO N/A 1. ❑ ❑ ❑ Areas previously disturbed, but have not undergone active site work in the last 14 days? 2. ❑ ❑ ❑ Areas disturbed within last 14 days? 3. ❑ ❑ ❑ Areas expected to be disturbed in next 14 days? 4. ❑ ❑ ❑ Do areas of steep slopes or complex stabilization issues exist? If"YES" explain: 5. ❑ ❑ ❑ Are there currently more than 5 acres of disturbed soil at the site? If so make sure there is an approval letter from NYS DEC. Additional Comments: Inspection of Erosion and Sediment Control Devices Type of Control Device Accumulation (if any) in % Repairs/Maintenance Needed 1. 2. 3. 4. 5. 6. Stabilization/Runoff YES NO N/A 1. ❑ ❑ ❑ Are all existing disturbed areas contained by control devices? Type of devices: 2. ❑ ❑ ❑ Are there areas that require stabilization within the next 14 days? Specify Area: 3. ❑ ❑ ❑ Have stabilization measures been initiated in inactive areas? 4. ❑ ❑ ❑ Is there current snow cover or frozen ground conditions? 5. ❑ ❑ ❑ Rills or gullies? 6. ❑ ❑ ❑ Slumping/deposition? 7. ❑ ❑ ❑ Loss of vegetation? 8. ❑ ❑ ❑ Lack of germination? 9. 0 0 0 Loss of mulching? Receiving Structures/Water Bodies (Indicate locations where runoff leaves the project site on the site plan) YES NO N/A 1. ❑ ❑ ❑ Surface water swale or natural surface waterbody? If natural waterbody: Is waterbody located ❑ onsite, or ❑ adjacent to property boundary? Description of condition: 2. ❑ ❑ ❑ Municipal or community system? Inspect locations where runoff from project site enters the receiving waters and indicate if there is evidence of: a. ❑ ❑ ❑ Rills or gullies? b. ❑ ❑ ❑ Slumping/deposition? c. ❑ ❑ ❑ Loss of vegetation? d• ❑ ❑ ❑ Undermining of structures? e. ❑ ❑ ❑ Was there a discharge into the receiving water on the day of inspection? f. ❑ ❑ ❑ Is there evidence of turbidity, sedimentation, or oil in the receiving waters? Additional Comments: Inspection of Post-Construction Stormwater Management Control Devices Type of Control Device Phase of Construction Repairs/Maintenance Needed 1. 2. 3. 4. General Site Condition YES NO N/A 1. ❑ ❑ ❑ Have action items from previous reports been addressed? 2. ❑ ❑ ❑ Does routine maintenance of protection components occur on a regular basis? 3. ❑ ❑ ❑ Does cleaning and/or sweeping affected roadways occur, at minimum, daily? 4. ❑ ❑ ❑ Is debris and litter removed on a monthly basis, or as necessary? 5. ❑ ❑ ❑ Is the site maintained in an orderly manner? Describe the condition of all natural waterbodies within or adjacent to the project that receive runoff from the site: Contractors progress over last 7 days: Anticipated work to be begun in the next 7 days: Additional Comments: Visual Observations YES NO N/A 1. ❑ ❑ ❑ All erosion and sediment control measures have been installed/constructed? 2. ❑ ❑ ❑ All erosion and sediment control measures are being maintained properly? SUMMARY OF ACTION ITEMS TO REPAIR/REPLACE/MAINTAIN/CORRECT DEFICIENCIES Action Reported To (no signature required): Company: Appendix D Other SWPPP Forms Construction Sequence SWPPP Plan Changes Spill Response Form Stormwater Management Practice Maintenance Log The operator shall prepare a summary of construction status using the Construction Sequence Form below once every month. Significant deviations to the sequence and reasons for those deviations (i.e. weather, subcontractor availability, etc.), shall be noted by the contractor. The schedule shall be used to record the dates for initiation of construction, implementation of erosion control measures, stabilization, etc. A copy of this table will be maintained at the construction site and updated in addition to the individual Inspection Reports completed for each inspection. Construction Sequence Form Construction Activities Date (Identify name of planned practices) Complete 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. STORM WATER POLLUTION PREVENTION PLAN PLAN CHANGES, AUTHORIZATION, AND CHANGE CERTIFICATION CHANGES REQUIRED TO THE POLLUTION PREVENTION PLAN: REASONS FOR CHANGES: REQUESTED BY: DATE: AUTHORIZED BY: DATE: CERTIFICATION OF CHANGES: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the penal code. SIGNATURE: DATE: SPILL RESPONSE REPORT Within 1 hour of a spill discovery less than 2 gallons in volume the following must be notified: Gordon Boyd, Bethesda Episcopal Church (518) 580-5860 Within 1 hour of a spill discovery greater than 2 gallons the following must be notified: Gordon Boyd NYSDEC Spill Response Hotline 1-800-457-7362 Spill Response Contractor Material Spilled: Approximate Volume: Location: Distance to nearest down gradient drainage: Distance to nearest down gradient open water: Temporary control measures in place: Appendix E Historical Preservation/Endangered Species \ 0 iii & ) q. ( u o_ I � I 1 \ / 6 . c § _ } / / a I 1 , 111.111111 x \ , ` \ if\I ~\ 2 \ e 2 . w mapa ._ m — R ». I / 1+ I j |� [' 2] . 17 < ) § s II ■ + o LN o o \ j \ E c a ! § \ƒ LII °` � $ g \ \ k § \ / } \ \ \ < , / } 0 - 2 ••—•0CV 0 J / G$ ~ J I E « / § 2j ] ) [ 0K ,E � \ ) ) ) j = REv ) R I 6 6 i e v _ 1PL!: ƒ } § 2 - E t la % ti z , ; 2 $ , E U * a [ § ] § % ] | ) \ c 0 / § 0 & J •• 0 nE 0 0 ; > 55T ° oe - © ] _ 7 ° 2 ] k } z § 0 � 0 gg ~ ) I ! : 2 \ k u ° /_ .) ■ ) [c .; 0 2 P #/ ° . . . . . . . . �. . . .. . . . NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Fish, Wildlife & Marine Resources New York Natural Heritage Program 625 Broadway, 5th Floor, Albany, New York 12233-4757 Phone: (518) 402-8935 • Fax: (518) 402-8925 ®® Website: www.dec.ny.gov Joe Martens Commissioner August 07, 2015 Robert Fraser the LA group, Landscape Architecture and Engineering, P.C. 40 Long Alley Saratoga Springs, NY 12866 Re: Bethesda Episcopal Church -proposed mixed-use building, 41 Washington Street Town/City: City Of Saratoga Springs. County: Saratoga. Dear Robert Fraser : In response to your recent request,we have reviewed the New York Natural Heritage Program database with respect to the above project. We have no records of rare or state-listed animals or plants, or significant natural communities, at your site or in its immediate vicinity. The absence of data does not necessarily mean that rare or state-listed species, significant natural communities or other significant habitats do not exist on or adjacent to the proposed site. Rather, our files currently do not contain information that indicates their presence. For most sites, comprehensive field surveys have not been conducted. We cannot provide a definitive statement on the presence or absence of all rare or state-listed species or significant natural communities. Depending on the nature of the project and the conditions at the project site, further information from on-site surveys or other resources may be required to fully assess impacts on biological resources. This response applies only to known occurrences of rare or state-listed animals and plants, significant natural communities and other significant habitats maintained in the Natural Heritage database. Your project may require additional review or permits; for information regarding other permits that may be required under state law for regulated areas or activities (e.g.,regulated wetlands), please contact the appropriate NYS DEC Regional Office, Division of Environmental Permits, as listed at www.dec.ny.gov/about/39381.html. Sincerely, az•it.y_ Andrea Chaloux Environmental Review Specialist 809 New York Natural Heritage Program