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SWPPP-complete no dwgs O'CONNOR - CAREY ROAD SITE PLAN TOWN OF QUEENSBURY WARREN COUNTY, NEW YORK STORMWATER POLLUTION PREVENTION PLAN November 28, 2017 Prepared For- Michael O'Connor 58 Hudson River Road Waterford,NY 12188 Prepared By: �,. LAIVSINC E N G I N E E R N 0 2452 State Ratite 9,Suite 301 Malta,New York 12020 Table of contents 1.0 EXECUTIVE SUMMARY 1.1 Participant Contact Information 2.0 SITE;DESCRIPTION 2.1 Location 2.2 Topography 2.3 Soils and Groundwater 2.4 Land Cover 2.5 Wetlands 2.6 Surface Waters 2.7 Rainfall Data 2.8 Existing Land Use 3.0 PROJECT DESCRIPTION 4.0 HYDROLOGIC AND HYDRAULIC ANALYSIS 4.1 Existing Pre-Development Conditions 4.2 Proposed Post-Development Watershed Conditions 4.3 Proposed Water Quantity and Quality Controls 5.0 PERMANENT STORMWATER MANAGEMENT SYSTEMS FEATURES S 5.1 Stormwater Management System 6.0 STORMWATER EROSION AND SEDIMENT CONTROLS 6.1 Erosion and Sediment Controls 6.2 Other Pollutant Controls 6.3 Best Management Practices 7.0 CONSTRUCTION SEQUENCE SCHEDULING 8.0 IMPLEMENTING THE SWPPP 8.1 Employee Training 8.2 Maintenance 8.3 Winter Stabilization 9.0 POST CONSTRUCTION INSPECTION&MAINTENANCE 9.1 Inspection&Maintenance 10.0 CONCLUSION 2 APPENDICIES Appendix A: Stormwater Maintenance Agreement Appendix I3: Site Location/Drainage Area/Drainage Pattern Maps Appendix C: Pre-Development and Post-Development Run-off Calculations, Appendix D: Grading/Drainage/Sediment and Erosion Control Plan Appendix E: Deep Ripping and Decompaction,Spill Reporting 3 1.0 EXECUTIVE SUMMARY The proposed project as outlined within this report will contain all surface runoff on site for storm events up to and including the 100-year storm event during all phases of construction and once completed. This is also true under current conditions where a series of natural depressions, currently infiltrate all stormwater. As such, obtaining; a SPEDES permit under General Permit GP-0-15-02 will not be necessary. However, many of the fundamental elements of both the NYS Stonnwater Design Manual and NYS Standards and Specifications for Erosion and Sediment Control (Blue Book) will be utilized in the design and construction of this project. The purpose of the Water Quality and Quantity Plan and the SWPPP described herein is to provide for the infiltration of high intensity storms (up to the 100-year storm) and the passive water quality treatment of low intensity stories. These controls and treatments will be achieved through the use of appropriate temporary and permanent features such as; drainage ditches, conveyance channels, conveyance piping;, green infrastructure, and earth formed stormwater management infiltration basins. Additionally, this Plan outlines methods that Owners and Contractors can use to adjust construction practices in a way that will retain surface water quality and prevent sediment laden runoff from entering wetlands, streams, rivers, lakes and then ultimately to estuaries or other sensitive environments. This plan describes methods for stormwater management and runoff management during;the construction phase and summarizes responsible stormwater pollution prevention practices that can be phased into everyday activities post construction. 1.1 Participant Contact Information OnerLOperatcir . Engineering Firm Contractor's & Sub: Contractors Michael O'connor Lansing Engineering, P.C. 808-7"' Stect 2452 State Route 9, Suite 301 TBD Watervliet, NY 12189 Malta, New York 12020 (518) 899-5243 2.0 SITE DESCRIPTION This section briefly describes existing and proposed hydrologic and hydraulic conditions at and around the project site as they relate to surface water management planning considerations. Subsequent sections contain a description of the manner in which site runoff will be managed to minireize effects on areas adjacent to the site. 2.1 Location The proposed project is located on the north side of the southernmost part of Casey Road directly across from the intersection of Native Road and Carey Road in the Town of Queensbury, Warren County, New York. 2.2 Topography 4 Based on topographic survey information; the site generally slopes from west toward the east and contains two natural depressions where stormwater runoff infiltrates. 2.3 Soils and Groundwater According to maps from the Natural Resources Conservation Service(NRCS) of Saratoga County, the onsite soils are classified as follows. • Oakville Loamy Dine Sand, undulating, OaA, -- (0 to 3 pereent slopes): This very deep we11- drained soil formed in water-sorted sand. It is on glacial outwash plains, lake plains, and beach ridges. The permeability is rapid or very rapid throughout the soil layers. The erosion factor is slight. (Hydrologic Soil'Type A) Onsite soil tests were conducted October 13, 2017. The tests included deep-hole soil determinations, A summary of the deep-Bole tests is provided on the Existing Conditions Map included in this report. 2.4 Land Cover The existing cover consists of wooded areas. The surrounding land use is commercial. 2.5 Wetlands The parcel does not contain any ACOS or NYSDEC regulated wetlands. 2.6 Surface Waters There are no surface waters located on the property. 2.7 Rainfall Data Rainfall data utilized in the modeling and the analysis was obtained from a Joint venture between the Northeast Regional Climate Center (NRCC) and the Natural Resources Conservation Service (NRCS) and can be found at the website: preci Sa)cot-nel_I.edu. The data used is specific to this project and various 24-hour storm events are presented below: 24-Hour Storm Event 24-hour rainfall 1 year2.22 10 year _ 3.67 25 year 4.49 100 year 6.11 2.8 Existing Land Use The land within the project area remains wooded and undeveloped. 5 3.0 PROJECT DESCRIPTION The proposed project includes the development of a single story 12,000 sf building containing 2,400 sf of office space and 9,600 sf of office, warehouse, and manufacturing space. The anticipated impermeable surfaces will include paved parking spaces driveways, sidewalks, and the structure rooftops. Sanitary flows will be treated with an on-site wastewater treatment system. Water service will be connected to the existing water main along Carey Road. Porous pavement will be utilized to treat as much stormwater runoff as possible. All stormwater runoff from the impermeable surfaces will be directed towards the porous pavement infiltration system. The project design will ensure that the soils and groundwater table will be protected. The porous pavement system has been sized to ensure that adequate storage capacity exists to properly treat and store runoff associated with the 1, 10, 25, and I00-year design storm events. 4.0 HYDROLOGIC AND HYDRAULIC ANALYSIS The arnount of stormwater runoff generated from the subject parcel after development is completed should not be greater than the stormwater runoff generated prior to development. To ensure the pre- development stormwater discharge is less than or equal to post-development stornnwater discharge, the 1- year, 10-year, 25-year and 100-year storm events were considered for the design of the stormwater management plan. It should be noted that 100% of the stormwater- runoff infiltrates on-site and does not discharge off-site. The first step in completing the watershed model is to determine the contributing drainage areas for both the pre-development and post-development conditions. The times of concentration and runoff curve numbers (CN) were then calculated for each watershed area. This data was then entered into the I-lydroCAD computer program. IlydroCAD, developed by Applied Microcomputer Systems of Chocorua, New Flampshire, is a Computer-Hided-Design(CAD) program for analyzing the hydrologic and hydraulic characteri sties of a given watershed and associated stormwater management facilities. H.ydroCAD is used to calculate peak runoff flows and to create hydrographs for the four storms evaluated for both pre-development and post development conditions. 4.1 Existing Pre-Development Conditions Under existing conditions, stormwater is infiltrated at naturally occurring micro depressions located at the eastern property line. The existing drainage is split into two subcatchments (I & 2) that have a total of 1.8 acres and infiltrate at depressions located at the eastern property line. The existing cover type for both subcatchments is woods. At no point does stormwater runoff exit the site as the entire site drains into itself. Therefore, obtaining a SPEDI�_S permit under General Permit GP-0-15-02 will not be necessary. An additional 0.12 acres has been included in the existing conditions model to account for a small amount of area that contributes outside of the project area. 4.2 Proposed Post-Development Watershed Conditions Under proposed conditions, the infiltration areas remain in the sarne general locations. Due to proposed grading, the proposed project will eliminate a portion of the natural depressions by grading swales and the installation of the porous pavement system. As such, the site has been divided into multiple 6 subcateliments to most accurately depict the developed condition. The post-development stormwater analysis includes the identified subcatchments. Sobcatchment (1 A) encompasses approximately 0.25-acres and includes grassed and wooded areas of the proposed project not treated by the porous pavement system. Stormwater originating from subcatchment 1A will discharge to the micro depression at design point 1. As such, no surface water will exit the site. Subcatchment (113) encompasses approximately 1.44-acres and includes grassed and impervious roof and pavement areas of the proposed project that will be treated by the porous pavement system. Stormwater originating from subcatchment 1B will discharge to the porous pavement system where it will infiltrate up to and an including the 100 year storm event. As such, no surface water will exit the site. Subcatchment (2A) encompasses approximately 0.11-acres and includes grassed and wooded areas of the proposed project not treated by the porous pavement system. Stormwater originating from subcatchment I A will discharge to the micro depression at design point 2. As such, no surface water will exit the site. 4.3 Proposed Water Quantity and Quality Controls The proposed stornrwater management system for the this site has been designed with provisions to store and infiltrate the water duality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for the developed portions of the project parcel. The proposed stormwater management system has been included with the proposed development considering various site constraints and the Town of Malta regulations. Porous Pavement: Stormwater management will be provided using a porous pavement system. The parous pavement system has been designed to infiltrate all storm events up to and including the 100 year storm. The porous pavement system will be 31,878 sf with the storage layer being constructed to a depth of 1.00'. The system will include a storage layer and a layer of porous asphalt. This treatment has been modeled using a conservative infiltration rate of 5 min/in., whereas actual soil tests have indicated an infiltration rate of approximately 1 min/in in this area. A rating table (stage/storage/discharge) was then developed for the proposed infiltration chamber system based on the chamber's dimensions and infiltration rate and the characteristics of the water quality volume, channel protection volume, overbank flood protection volume and extreme storm flood protection volume for each drainage area. Extreme events will overflow the porous pavement and discharge to the proposed infiltration system. Porous Pavement Infiltration System: Peak Inflows Peak Infiltration High Water Elevation Freeboard Q, = 1.74 efs Q, — 1.74 cfs 0.00' 1.00' Q,()=4.44 cfs Q10 4.44 cfs 0.01' 099' Q25= 6.10 cfs Q25 = 6.10 efs 0.01' 0.99' Qioo= 9.43 cfs Q,00= 8.70 efs 0.02' 0.98' 7 -kilter Stone Bottom= 0.0', Top of Filter Stone = 1.00'— For modeling purposes the elevations of the porous pavement system were set at 0.0' and 1.00', with 1.00' being the total depth of the filter system, as the elevation of the system will vary over the course of the parkin;area. The proposed stormwater flows will not adversely affect the downstream receiving waters as all storm events up to and including the 100 year storm infiltrate. 5.0 Permanent Stormwater Management System Features This section describes the permanent features of the Storrmwater Management System for proposed development, including storm sewer piping and a subsurface stormwater retention system. In all instances, the structures associated with the stormwater management system have been sized to accommodate peak flows from the 10-year storm event. See the Construction Plans for the location, size, quantity and details of the permanent stormwater management features. 5.1 Stormwater Management System The following design criteria shall apply to the design of storm drainage facilities: • All storm drainage facilities shall be designed based on a ten-year storm frequency. • Peak runoff rates from the project site after development shall not exceed pre-developrment peak runoff rates. • Adequate storage facilities shall be provided for the site to store the additional runoff volume due to development of the project site for a ten-year, twenty-five-year- and one-hundred-year stormy frequency. • Provisions, such as overflow studies shall be made for protection against property damage and loss of life for more severe storms (I00-year storm.). 6.0 STORMWATER EROSION AND SEDIMENT CONTROLS Several types of permanent and temporary storm water pollutant controls are required to be installed and implemented pre-construction, during construction and post-construction as shown on the Construction Plans. Guidelines and recommendations can be found in the "New York Standards and Specifications for Urban Erosion and Sediment Control." The permanent storm water management system has been designed to accommodate peak storm flows utilizing drainage ditches, conveyance channels, piping and a stormwater management basin. These permanent features should be installed and constructed as shown on the Construction flans. Selection of terrrporary storm water- controls will be on an "as needed basis" and will depend on the specific conditions of the site. Since site characteristics can change significantly during construction, it is important to monitor the site regularly to ensure the proper selection and implementation of the necessary controls. These controls include, but are not limited to silt fence, drainage swales, check dams, hay bales, stone construction entrances, sediment traps and seed and mulch. 8 6.1 Erosion and Sediment Controls Temporaff_Stabilization Silt fences, drainage swales, check darns, stabilized stone construction entrances, sediment traps and seed and mulch and other controls will be utilized as temporary surface water management features. Silt fence will be used as necessary to reduce the sediment load in the receiving drainage ditches, hn addition, silt fencing will be placed on the downslope sides of all disturbed areas (5 ft.) from the toe of the slope until more permanent drainage and erosion control structures are established. Check dams will be placed along the permanent drainage ditches in which vegetation is being established. Stone check dales will be placed in ditches to control flow velocity and reduce sedimentation. See the Construction flans for the location, size, quantity, and details of the temporary stormwater management features. Steep slopes and exposed soils should be stabilized with silt fences, mulching blankets, geotextiles, geosynthetic drainage netting, hay or any other stabilization measure shall be used that will significantly reduce the risk of erosion. Stabilization measures should be initiated as soon as practical in portions of the site where construction activities have temporarily or permanently ceased,but in no case more than 14 days. Where activities will resume within 21 days in that portion of the site, measures need not be initiated. Permanent Stabilization Permanent storrnwater management features as described above include drainage ditches, conveyance channels, piping and stormwater management basin. In all instances, the structures associated with the stormwater management system have been sized to accommodate peak flows from the appropriate storm events as required by the ]'own of Malta. All lawns, basins and swales will be permanently seeded and mulched and maintained as necessary to prevent over growth. 6.2 Other Pollutant Controls Paints and Solvents During construction, temporary structures such as construction trailers may be moved on site to store items such as paints, solvents and gasoline pertinent to the continuation of construction activities. The intention of these structures is to shelter potential contaminants from stormwater and reduce the potential of toxic chemicals from entering the stormwater runoff due to construction activities. Solvents and detergents may be stored on-site that will be used for regular cleaning and maintenance of construction vehicles or temporary structures. Solvents shall be used in cleaning machinery pursuant to 6 NYCRR Part 750. Atter use, solvents shall be disposed of in approved containers and removed from site at scheduled intervals. Vehicle wash water that contains detergents must be disposed of into the sanitary sewer. Fuels Nuel for construction equipment shall either be obtained from a licensed distributor of petroleum products or from an approved above ground storage tank on site. A distributor may be contracted to arrive on site periodically and fill all equipment as necessary. All distributors of petroleum products must have adequate liability insurance; to mitigate and clean up any spills that occur on site as well as obtain 9 appropriate permits and licenses from the NYSDEC. All above ground storage tanks with a combined capacity of 1,100 gallons shall be installed pursuant to 6 NYCRR Part 614 Standards for New and Substantially Modified Petroleum Storage Facilities. Fuel from construction vehicles may conte into contact with storinwater when vehicles are stored outside. Good housekeeping and preventative maintenance procedures shall be implemented to ensure fuel spills and leaks are minimized during;refueling;and storage. Any small-scale fuel or oil spills must be remedied immediately and contaminated soils shall be disposed of appropriately. The designated spill prevention and response team shall handle large-scale gasoline spills. Oil and other petroleum products may be stored on site in limited quantities to ensure the continued operation of construction equipment in the event a scheduled delivery is unavailable. Items shall be stored in their original containers within temporary structures and shall not be exposed to storinwater. Used oil and petroleum products shall be stored in approved containers until recycled or disposed of at an approved disposal facility. Temporary Facilities "Temporary sanitary facilities may be located on site for construction workers. This facility shall be located in an accessible and visible location. Such a facility shall be leak and tip proof. A waste management company may be contracted to arrive on site and provide the routine pumping and sanitization of the facility. Such a company shall have adequate liability insurance to mitigate and clean up any spills that occur on site as well as appropriate permits and licenses from the NYSDEC. Dust Control Construction traffic must enter and exit the site at the stabilized construction entrance. The purpose is to trap dust and mud that would otherwise be carried off-site by construction traffic. Water trucks will be used as needed during; construction to reduce dust generated on the site. Dust control must be provided by the General Contractor to a degree that is acceptable to the Owner, and in compliance with applicable local and state dust control regulations. Solid Waste No solid materials, including building materials, are allowed to be discharged from the site with storm water. All solid waste, including disposable rnat.erials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied periodically by a contract trash disposal service and hauled away from the site. Thermal Pollution Stormwater that comes in contact with roadways, driveways, parking; lots or other impermeable surfaces may increase in temperature during;warm weather. If stormwater is discharged into surface water bodies, the temperature of the water body may also increase, potentially threatening plant and animal species 10 sensitive to temperature changes as well as providing an environment that may cause nuisance species to flourish. After development is complete, impervious areas shall be graded to channel water to catch basins and culverts, which in turn convey stormwater to the stonnwater management basins. All stormwater shall be stored and treated within the basin before it is released to downstream water bodies. Prior to release the stormnwater will be retained in the stormwater management area and during the retention time the storinwater will be cooled by the ambient temperature of the earth. Treatment of the stormwater in the basin will reduce any threat of raising the temperature of any downstream water-bodies. 6.3 Best Management Practices Throughout construction, care shall be taken to ensure sediment does not enter surface water bodies and chemicals do not enter stormwater, potentially contaminating groundwater supplies. The following Best Management Practices (BMP) shall be observed to maintain responsible environmental practices on the construction site. Gond Housekeepin Good housekeeping is essential to reducing the risk of contaminating runoff waters during every stage of construction. The General Contractor shall ensure supervisors train each employee in good housekeeping practices as they pertain to the implementation of this SWPPP. Immediately following mobilization, the General Contractor shall take an inventory of all equipment and containers containing hazardous or toxic materials and submit this inventory to the Owner to keep on-site with this Storrnwater Pollution Prevention Plan. This inventory shall be updated regularly to reflect changes in the quantity or type of hazardous and toxic materials stored on site. In the event of a spill, the Spill Response Team can refer to the inventory if the contents of the spill are unknown. All equipment shall be operational while it is stored on site. Inspections shall be conducted regularly to ensure all equipment is free of leaks and that oil and grease are not in contact with soils or stormwater. Portable equipment such as chain saws, drills as well as hand tools must be placed within a trailer or under cover at the end of each work day. A storage area shall be designated on-site where all hazardous or toxic materials are stored. Each employee shall return the materials to the designated storage area following use. Chemicals, including oil, grease, solvents and detergents shall be stored on-site in approved containers only, Used chemicals shall be disposed of in refuse containers and removed periodically. Containers shall be regularly inspected to ensure the integrity of the container and seals to prevent leaks. A scheduled clean-up shall occur at the end of each workweek. During this clean up, empty containers of solvents, oils, grease, paints and detergents shall be disposed of, containers of gasoline shall be placed in trailers where they are not in contact with stormwater and the inventory shall be updated. Empty containers shall not be permitted on the ground. Preventative Maintenance All on-site vehicles must be inspected regularly for oil and grease leaks. All leaks shall be repaired immediately upon obtaining the appropriate equipment. If the leak cannot be fixed immediately, it shall be temporarily mitigated to prevent the flow of contaminants onto the soil and potentially into the ll stornnwater. If necessary,the reservoir will be drained to stop the flow of contaminants or the vehicle will be moved under cover. Drip pans shall be used when performing any maintenance or cleaning on construction vehicles. Spill Prevention and ResX)onse The safety of employees and neighbors shall be of utmost concern when hazardous or toxic chemicals are stored or utilized on-site. Materials Safety Data Sheets (MSDS) shall be obtained for all toxic or hazardous substances that are stored on-site to provide employees with a valuable database in assessing risk in the event of a spill. Any above ground storage tanks on site shall be installed pursuant to 6 NYCRR Part 614. According to the New York State "Minimum Standards for New and Substantially Modified Above Ground Storage Facilities", all tanks installed must meet or exceed the design criteria in one or more of the following design or manufacturing standards: UL No. 142, UL No, 58, API Standard No. 650, API Standard No, 620, CAN4-S601-M84 or CAN4-5630-M84. Tanks constructed of wood, concrete, aluminum, fiberglass reinforced plastic as well as riveted or bolted steel tanks are not permitted. All tanks must have installed leak detection systems, secondary containment, corrosion protection, and undergo periodic monitoring pursuant to all Part 614 requirements. Should a spill occur, trained individuals shall be on-call at all times to mitigate the potential negative effects of a spill. The General Contractor shall have trained employees knowledgeable in the location of sorbent, brooms, rags and inops in the event of a small-scale spill. An inventory of equipment and its location shall be posted in a visible location as well as kept in proximity to this Pollution Prevention Plan. If the General Contractor- does not have Hazardous Materials trained employees on site, a firm that specializes in handling spills, soil and water contamination shall be called. After a spill occurs, all personnel not trained in hazardous materials spill response shall be asked to evacuate the immediate area. The New York State NYSDEC of Environmental Conservation(NYSDIC) Spill Response Team shall be called to investigate the spill and determine if additional actions should be taken to erasure the safety of personnel and nearby residents. Should any employee have a suspected injury, a local emergency squad must be contacted immediately. 7.0 CONSTRUCTION SEQUENCE SCHEDULING A phased construction sequence schedule of the project will limit the acreage of exposed soils at any given time. Limiting the exposed soils will reduce the amount of sediments in runoff water and ultimately preserve the quality of the proposed infiltration basin. The construction phasing method selected is designed to combine development with responsible land management as well as protection of sensitive environments both within the proposed development and the surrounding area. Temporary and permanent stabilization methods will be implemented before construction begins and will be continuously modified throughout the project to provide the best methods for stormwater management and pollution prevention. For more details pertaining to construction sequence, please refer- to the "NYSDEC Instruction Manual for Stornnwater Construction Permit"pages 23-26. Phasing of activities is as follows: 1're-Construction AGtly2tle3' • Identify all natural resources and mark and protect them as necessary i.c trees, vegetation, wetlands. 12 • Identify on-site and downstream surface water bodies and install controls to protect them from sedimentation. • Establish temporary stone construction entrance pads to capture mud and debris from the tires of construction vehicles. • Install perimeter sediment controls such as silt fence as shown on the project plans. • All earth disturbance during;this phase should be limited to work necessary to install erosion and sedimentation controls. Durin,Construction activities • Install runoff and drainage controls as shown on the project plans and as necessary. These controls should reduce run-off flow rates and velocities as well as divert off site and clean run- off. • Stabilize the conveyance system i.e. ditches, swales, berms etc. by seeding, mulching, installing rock check dams. • Utilize practices to infiltrate the run-off as much as possible when applicable. • Stabilize all run-off outlets as shown on the project plans and as necessary. • Limit soil disturbance to small areas and preserve as much of the existing vegetation as practical. • All topsoil stockpiles should be staged in an area away from infiltration basins and storm drains and should be protected and stabilized. • Earth disturbance is not allowed in established buffers, within any regulated distance from wetlands, within the high water line of a body of water affected by tidal action or other such protected zones. • Regular inspections and maintenance should be performed as described in the following section. Post-ConstrIlction activities • Identify the permanent structural or non-structural practices that will remain on the site. • Provide an Operation 8r. Maintenance (O&M) manual to the new Owner who is expected to conduct the necessary O&M over the life of the structures as described in Section 9.0 of this report. 8.0 IMPLEMENTING THE SWPPP 8.1 Employee Training All employees on-site shall be aware of the stipulations outlined in this SWPPP as it pertains to their everyday activities. All employees must be able to recognize potential problems and have the ability to provide either temporary or permanent stabilization measures, as appropriate, to mitigate stormwater runoff before problems occur. The NYSDEC periodically holds workshops on erosion and sediment control. It is recommended that on-site personnel attend these workshops for training current and up to date. Contact the NYSDEC for more information. 8.2 Maintenance It shall be necessary to maintain all temporary controls installed as well as vegetative measures across the site. Maintenance shall also be necessary to ensure the permanent structural features, such as the stormwater management basins and conveyance piping remain optimally functional and continue to reduce the risk of sediment loading of surface water bodies. All controls shall be repaired or replaced as necessary and as noted on the inspection reports as prepared by the Owner's Engineer. 13 During construction, maintenance of these stabilization measures shall be the responsibility of the General Contractor or appropriate Sub Contractors. Vegetative plantings must not be allowed to become overgrown. Vegetation shall be removed should it be ineffective and be replaced with a variety of grasses, trees and shrubs more suitable for preventing stormwater runoff. Silt fences must be inspected regularly to ensure that they are still effective and their capability to reduce stormwater runoff has not been reduced due to prolonged sun exposure. Piping and catch basin sumps shall be cleaned out periodically to prevent the collection of sediment that will reduce the maxirnurn flow. Sediment must be removed from sediment basins, infiltration basins or traps whenever their capacity has been reduced by 50 percent of their design capacity. Guidelines and recommendations for installation and maintenance practices can be found in the "New York Standards and Specifications for Urban Erosion and Sediment Control"handbook. 8.3 Winter Site Stabilization All site work shall be either permanently or temporarily stabilized prior to frozen ground conditions. No construction resulting in earth disturbance shall be conducted during frozen ground conditions. Additionally, All erosion and sediment controls must be installed and maintained according to the NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book). The main items to consider are: 1. Site Stabilization - All bare/exposed soils must be stabilized by an established vegetation, straw or mulch, matting, rock or other approved product such as rolled erosion control product. Seeding of areas along with mulching is encouraged, however-seeding alone is not considered acceptable for proper stabilization. 2. Sediment Barriers - Barriers must be properly installed at all necessary perimeter and sensitive locations. 3. Slopes - All slopes and grades must be properly stabilized with approved methods. Rolled erosion control products must be used on all slopes greater than 3/1, or where conditions for erosion dictate such measures. 4. Soil Stockpiles - Stockpiled soils must be protected by the use of established vegetation, an anchored-down straw or mulch, rolled erosion control product or other durable covering. A barrier must be installed around the pile to prevent erosion away from that location. 5. Construction Entrance - All entrance/exit locations to the site must be properly stabilized and must be maintained to accommodate snow managetnent as set forth in the NYS Standards and Specifications for Erosion and Sediment Control. G. Snow Management - Snow management must not destroy or degrade erosion and sediment control practices. 9.0 POST CONSTRUCTION INSPECTION & MAINTENANCE Post-construction, regularly scheduled inspections and maintenance will be necessary to ensure the permanent structural features such as the stormwater management basins and the conveyance system components remain optimally functional and continue to reduce the risk of sediment loading of the proposed infiltration basin. The project owners shall overtake all responsibility of the stormwater management system for the lifetime of the development as agreed to in the executed Stornhwater- Maintenance Agreement: with the "Town of 14 Malta. Responsibilities will include inspecting and maintaining drainage and erosion control features. Maintenance personnel must be aware of the SWPPP and should be trained to recognize signs that stabilization measures may not be performing optimally or are failing. The inspection of on-site stabilization pleasures will become part of routine preventative maintenance practiced by the Town and employees. hispections should be performed after significant rain events and at a minimum of once per year. Inspections and maintenance should be performed as described below in Section 9.1. 9.1 Inspection & Maintenance Overall Site Inspection The overall site, embankments, vegetation and stonnwater conveyance system components including catch basins, culverts, swales and outlets should be inspected regularly after every major rain event of 4.5 inch or greater and on an annual basis. A rain gauge should be installed and permanently maintained at the site. The inspections should include but are not limited to: 1. Density and condition of vegetation and ground cover 2. Erosion, differential settlement or cracking of embankment. 3. Bulging or sliding of toe of embankments. 4. Sedimentation of on-site or downstream water bodies. 5. Sedimentation of culverts or swales. 6. Sedimentation of lawn areas,paved areas, or catch basin sumps. 7. .accumulation of pollutants, including oils or grease in catch basin sumps. S. Damage or fatigue of storm sewer structures or associated components. Overall Seasonal Maintenance 1. Vegetated areas should be maintained to promote vigorous and dense growth. Lawn areas should be n-iowed at least three times a year but may require more frequent mowings depending on the growth rate. 2. Paved areas should be swept at least twice a year and in the early spring for removal of deicing materials 3. Accumulation of litter and debris should be removed during each mowing or sweep operation. 4. Structural components of the storm sewer system such as culverts and catch basins which require repair or replacement should be addressed immediately following identification. 5. Cleanout of catch basin sumps should occur when accumulation of sediments and debris are within six inches of the catch basin outlet pipe. 6. Swale and drainageway maintenance will include periodic mowing, occasional spot reseeding and weed control. Weeds and woody plants should be eradicated or cut back since they reduce the efficiency of the drainageway. 7. Weed and brush growth at the inlets and outlets should controlled as needed. 15 Porous Paventen.t System Inspection A porous pavement system is a permeable asphalt surface that allows stormwater to infiltrate to an underlying reservoir. Stormwater will infiltrate through the underlying reservoir and into the native soil. Porous pavement looks similar to conventional pavement, but is formulated with larger aggregate and less fine particles, which leaves void spaces for infiltration. The maintenance objectives for a porous pavement system include maintaining a debris and sediment free surface as well as performing annual maintenance to avoid clogging the pavement voids and the underlying soils. Potwus Pavement Systent Maintenance 1. Porous pavement area to be inspected on a monthly basis that it is clear of debris. 1 Verify that porous paving area dewaters between stones on a monthly basis or for storms >0.5 inch. 3. Porous pavement to be inspected on a monthly basis that it is clean of sediments. 4. Adjacent and upland areas shall be mowed as needed. Bare ground shall be seed and mulched. 5. Porous pavement area to be vacuum swept twice a year with a commercial cleaning unit. 6. Porous pavement surface shall never receive a seal coat of any kind. 10.0 CONCLUSION Lansing Engineering has designed a Stormwater Management Plan for the Carey Road Site Plan project that reduces and/or eliminates the impacts of the proposed development by controlling and treating stormwater through the use of drainage ditches and channels, stormsewer piping, and stormwater management systems. The stormwater management systems will function adequately and will not adversely affect adjacent or downstream properties as all stormwater runoff is contained on site provided it is constructed and maintained as outlined in this plan and as shown on the site plans. 16 Appendix A Stormwater Maintenance Agreement Appendix B Site Location/Drainage Area/Drainage Pattern Maps SITE LOCATION r" d '"Zernle Ro c central ave ` 1B gA N a 4' West 61cris Falls �g a ry CL. a 4� Eagd P+1,e HudScJ" Alm n Hud iois SITE LOCATION MAP 0 500 1000 2000 4000 PRELIMINARY 1 NOT FOR CONSTRUCTION UNAUTHORIZED ALTERATION OR ADDITION TO THUS DOCUMENT - - • IS A VIOLATION OF THE NYS EDUCATION LAW. • • w • • COPYRIGHT LANSING ENGINEERING, PC. it L.ArmmrM71p SITE LOCATION MAP E N G I N E E R I N G 2462 STATE ROUTE S,SUITE 301 PROD. NO: 808.00 C�I �I MAL-rA,NY 12020 SCALE: AS SHOWN J L I (51 e�ess-5243 DATE: 10/09/17 SHEET 1 OF 1 Appendix C Pre-Development and Post-Development Run-off Calculations DP1 1 2 DP2 O,Subca� [Reach an ink Drainage Diagram for Existing Conditions Prepared by(enter your company name here) 12/13/2017 �'" HydmCAD®7.00 sin 000927 C 1986-2003 Applied Microcomputer Systems Existing Conditions Type // 24-hr 9-yr Rainfall=2.22" Prepared by (enter your company name here) Page 2 I i droCADO 7.00 sIn 000927 © 1986-2003 A12211ed Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=1.330 ac Runoff Depth=0.00" Flow Length=269' Tc=47.3 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment 2: Runoff Area=0.470 ac Runoff Depth=0.00" Flow Length=139' Tc=28.2 min CN=30 Runoff=0.00 cfs 0.000 of Reach DP1: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Existing Conditions Type 1124-hr 1 yr Rainfall=2.22" Prepared by {enter your company name here} Page 3 H droCADO 7.00 s/n 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Subcatchment 1: Runoff - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area ac CN Description 1.330 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet) (fUft) (ft/sec cfs 41.7 100 0.0050 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 5.6 169 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 50fps 47.3 269 Total Subcatchment 2: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-yr Rainfall=2.22" Area ac CN Description 0.470 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet) (ftlft) (ftlsec cfs 26.9 100 0.0150 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 1.3 39 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 139 Total Reach DP1: Inflow Area = 1.330 ac, Inflow Depth = 0.00" for 1-yr event Inflow 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 ruin Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type 1124-hr 9-yr Rainfall=2.22" Prepared by {enter your company name here} Page 4 H droCAD® 7.00 sln 000927 O 1986-2003 Applied Microcomputer Systems 1211312017 Reach DP2: Inflow Area = 0.470 ac, Inflow Depth = 0.00" for 1-yr event Inflow = 0,00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Men= 0%, Lag= 0.0 min Routing by Stor-Ind*Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type 1121-hr 90 yr Rainfall=3.67" Prepared by {enter your company name here) Page 5 H droCADO 7.00 sln 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method Subcatchment 1: Runoff Area=1.330 ac Runoff Depth=0.00" Flow Length=269' Tc=47.3 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment 2: Runoff Area=0.470 ac Runoff Depth=0.00" Flow Length=139' Tc=28.2 min CN=30 Runoff=0.00 cfs 0.000 of Reach DP1: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Existing Conditions Type // 24-hr 10-yr Rainfall=3.67" Prepared by (enter your company name here) Page 6 H droCADO 7.00 sln 000927 © 1986-2003 Applied Microcomputer Systems 12113/2017 Subcatchment 1: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.67" Area ac CN Descri tion 1.330 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 41.7 100 0.0050 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 5.6 169 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.3 269 Total Subcatchment 2: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=3.67` Area ac CN Description 0.470 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 26.9 100 0.0150 0.1 Sheet Flow, Woods. Light underbrush n= 0.400 P2= 2.57' 1.3 39 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 139 Total Reach DPI: Inflow Area = 1.330 ac, Inflow Depth = 0.00" for 10-yr event Inflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type 1124-hr 90-yr Rainfall=3.67" Prepared by {enter your company name here} Page 7 H droCAD®7.00 s/n 000927 O 1986-2003 Applied Microcomputer Systems 12/13/2017 Reach DP2: Inflow Area = 0.470 ac, Inflow Depth = 0.00" for 10-yr event Inflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Frans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type // 24-hr 25-yr Rainfall=4.49" Prepared by {enter your company name here} Page 8 h l droCADO 7.00 s/n 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=1.330 ac Runoff Depth=0.00" Flow Length=269' Tc=47.3 rain CN=30 Runoff=0.00 cfs 0.000 of Subcatchment 2: Runoff Area=0.470 ac Runoff Depth=0.00" Flow Length=339' Tc=28.2 min CN=30 Runoff=0.00 cfs 0.000 of Reach DPI: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0A00 of Outflow=0.00 cfs 0.000 of Existing Conditions Type // 24-hr 25-yr Rainfall=4.49" Prepared by {enter your company name here) Page 9 H droCADO 7.00 s/n 000927 © '1986-2003 Applied Microcom uter Systems 12/13/2017 Subcatchment I-, Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.49" Area ac CN Description 1.330 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 41.7 100 0.0050 0.0 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 5.6 169 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.3 269 Total Subcatchment 2: Runoff - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 25-yr Rainfall=4.49" Area ac CN Description 0.470 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 26.9 100 0.0150 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 1.3 39 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 139 Total Reach DPI: Inflow Area = 1.330 ac, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow _ 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type 1124-hr 25-yr Rainfall=4.49" Prepared by {enter your company name here) Page 10 H droCAD®7.00 sln 000927 cO 1988-2003 Applied Microcomputer Systems 12/13/2017 Reach DP2e Inflow Area = 0.470 ac, inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow _ 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type ll 24-hr 100-yr Rainfall=6.I I" Prepared by {enter your company name here} Page 11 H droCADO 7.00 sln 000927 O 1986-2003 Applied Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=1.330 ac Runoff Depth=0.05" Flow Length=269' Tc=47.3 min CN=30 Runoff=0.01 cfs 0.005 of Subcatchment 2: Runoff Area=0.470 ac Runoff Depth=0.05" Flow Length=139' Tc=28.2 min CN=30 Runoff=0.00 cfs 0.002 of Reach DPI: Inflow=0.01 cfs 0.005 of Outflow=0.01 cfs 0.005 of Reach DP2: Inflow=0.00 cfs 0.002 of Outflow=0.00 cfs 0.002 of Existing Conditions Type 1124-hr 100-yr Rainfall=6.71" Prepared by {enter your company name here} Page 12 H droCADO 7.00 s/n 000927 © 1986-2003 Aeplied Microcomputer Systems 12/13/2017 Subcatchment 1: Runoff 0.01 cfs @ 18.14 hrs, Volume= 0.005 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.11" Area ac CN Descri tion 1.330 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) _..........(ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.0 Sheet Flow, „............... Woods: Light underbrush n= 0.400 P2= 2.57" 5.6 169 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 47.3 269 Total Subcatchment 2: Runoff = 0.00 cfs @ 17.74 hrs, Volume= 0.002 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 100-yr Rainfall=6.11" Area (ac) CN Description 0.470 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) cfs 26.9 100 0.0150 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.57" 1.3 39 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 28.2 139 Total Reach DP1: Inflow Area = 1.330 ac, Inflow Depth = 0.05" for 100-yr event Inflow - 0.01 cfs @ 18.14 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 18.14 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type Il 24-hr 100-yr Rainfall=6.11" Prepared by {enter your company name here} Page 13 I-1 droCAD@ 7.00 sln 000927 O 1986-2003 Applied Microcomputer Systems 12/13/2017 Reach DP2e Inflow Area = 0.470 ac, Inflow Depth = 0.05" for 100-yr event Inflow - 0.00 cfs @ 17.74 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 17.74 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' A DP1 z 44P�. 1B Porous Pavement 2A -- DP2 Subcat Reach pn I L n�� Drainage Diagram for Proposed Conditions J Prepared by tenter your company name here? 12/13/2017 HydroCAD©7.00 sln 000927 ©1988-2003 Applied Microcomputer Systems Proposed Conditions Type //24-hr 1-yr Rainfall=2.22" Prepared by {enter your company name here} Page 2 H droCADO 7.00 sln 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UN=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Runoff Area=0.250 ac Runoff Depth=0.00" Flow Length=100' Tc=21.0 min CN=34 Runoff=0.00 cfs 0.000 of Subcatchment 1B: Runoff Area=1.440 ac Runoff Depth=0.63" Tc=6,0 min CN=80 Runof€=1.74 cfs 0.076 of Subcatchment 2A: Runoff Area=0.110 ac Runoff Depth=0.00" Flow Length=60' Tc=14.0 min CN=33 Runoff=0.00 cfs 0,000 of Reach DPI: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0.000 a€ Outflow=0.00 cfs 0.000 of Pond 4P: Porous Pavement Peak E=lev=0.00' Storage=26 cf Inflow=1.74 cfs 0.076 of Outflow=1.74 cfs 0.076 of Proposed Conditions Type // 24-hr 1-yr Rainfall=2.22" Prepared by (enter your company name here) Page 3 H droCADO 7.00 sln 000927 O 1986-2003 Applied Microcomputer Systems 12/13/2017 Subcatchment 1A: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-yr Rainfall=2.22" Area ac CN Description 0.120 39 >75% Grass cover, Good, HSG A 0.130 30 Woods, Good, HSG A 0.250 34 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 21.0 100 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Subcatchment 1 B: Runoff = 1.74 cfs @ 11.98 hrs, Volume= 0.076 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-yr Rainfall=2.22" Area ac CN Descri tion 0.450 39 >75% Grass cover, Good, HSG A 0.990 98 Paved parking & roofs 1.440 80 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec).. cfs 6.0 Direct Entry, Subcatchment 2A: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-yr Rainfall=2.22" Area ac CN Description 0.040 39 >75% Grass cover, Good, HSG A 0.070 30 Woods, Good, HSG A 0.110 33 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 14.0 60 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Proposed Conditions Type Il 24-hr 1-yr Rainfall=2.22" Prepared by tenter your company name here) Page 4 H droCADO 7.00 sin 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Reach DPI: Inflow Area = 0.250 ac, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 A Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Inflow Area = 0.110 ac, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Porous Pavement Inflow Area = 1.440 ac, Inflow Depth = 0.63" for 1-yr event Inflow = 1.74 cfs @ 11.98 hrs, Volume= 0.076 of Outflow = 1.74 cfs @ 11.99 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.3 min Discarded = 1.74 cfs @ 11.99 hrs, Volume= 0.076 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 11.99 hrs Surf.Area= 31,878 sf Storage= 26 cf Plug-Flow detention time= 0.2 min calculated for 0.076 of(100% of inflow) Center-of-Mass det. time= 0.2 min ( 810.0 - 809.8 ) # Invert Avail.Stora e Storage Description 1 0.00' 12,751 cf Custom Stage Data (Prismatic) Listed below 31,878 of Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 0.00 31,878 0 0 1.00 31,878 31,878 31,878 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=8.50 cfs @ 11.99 hrs HW=0.00' (Free Discharge) t--1=Exfiltration (Exfiltration Controls 8.50 cfs) Proposed Conditions Type // 24-hr 10-yr Rainfall=3.67" Prepared by {enter your company name here) Page 5 H droCADO 7.00 s/n 000927 © 1986-2003 A plied Microcomputer Systems 12113/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Runoff Area=0.250 ac Runoff Depth=0,00" Flow Length=100' Tc=21.0 min CN=34 Runoff=0.00 cfs 0.000 of Subcatchment 1 B: Runoff Area=1.440 ac Runoff Depth=1.63" Tc=6.0 min CN=80 Runoff=4.40 cfs 0.195 of Subcatchment 2A: Runoff Area=0.110 ac Runoff Depth=0.00" Flow Length=60' Tc=14.0 min CN=33 Runoff=0.00 cfs 0.000 of Reach DPI: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 4P: Porous Pavement Peak Elev=0.01' Storage=67 cf Inflow=4.40 cfs 0.195 of Outflow=4.44 cfs 0.195 of Proposed Conditions Type 1124-hr 10-yr Rainfall=3.67" Prepared by {enter your company name here) Page 6 H droCAD w 7.00 s/n 000927 © 1986-2003 Applied Microcomputer S stems 12/13/2017 Subcatchment 1A: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=3.67' Area ac CN Description 0.120 39 >75% Grass cover, Good, HSG A 0.130 30 Woods, Good, HSG A 0.250 34 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) cfs 21.0 100 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57 Subcatchment 1 B: Runoff = 4.40 cfs @ 11.97 hrs, Volume= 0.195 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=3.67' Area ac CN Description _ 0.450 39 >75% Grass cover, Good, HSG A _ w 0.990 98 Paved earking & roofs 1.440 80 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) cfs 6.0 Direct Entry, Subcatchment 2A: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-yr Rainfall=3.67" Area ac CN Description 0.040 39 >75% Grass cover, Good, HSG A 0.070 30 Woods, Good, HSG A 0.110 33 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) cfs 14.0 60 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Proposed Conditions Type // 24-hr 10-yr Rainfall=3.67" Prepared by (enter your company name here) Page 7 H droCADO 7.00 sln 000927 © 1986-2003 Applied Microcom uter S sterns 12/13/2017 Reach DPI: Inflow Area = 0.250 ac, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Inflow Area = 0.110 ac, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Porous Pavement Inflow Area = 1.440 ac, Inflow Depth = 1.63" for 10-yr event Inflow - 4.40 cfs @ 11.97 hrs, Volume= 0.195 of Outflow = 4.44 cfs @ 11.98 hrs, Volume= 0.195 af, Atten= 0%, Lag= 0.3 min Discarded = 4.44 cfs @ 11.98 hrs, Volume= 0.195 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 11.98 hrs Surf.Area= 31,878 sf Storage= 67 cf Plug-Flow detention time= 0.2 min calculated for 0.195 of(100% of inflow) Center-of-Mass det. time= 0.2 min ( 790.0 - 789.8 ) # Invert Avail.Stora e Storage Description 1 0.00' 12,751 cf Custom Stage Data (Prismatic) Listed below 31,878 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store feet (sq-ft) cubic-feet cubic-feet 0.00 31,878 0 0 1.00 31,878 31,878 31,878 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=8.50 cfs @ 11.98 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 8.50 cfs) Proposed Conditions Type //24-hr 25-yr Rainfall=4.49" Prepared by {enter your company name here} Page 8 F-i droCADO 7.00 s/n 000927 c0 1986-2003 Applied Microcorniputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Runoff Area=0.250 ac Runoff Depth=0.01" Flow Length=100' Tc=21.0 min CN=34 Runoff=0.00 cfs 0.000 of Subcatchment 1B: Runoff Area=1.440 ac Runoff Depth=2.27" Tc=6.0 min CN=80 Runoff=6.05 cfs 0.272 of Subcatchment 2A: Runoff Area=0.110 ac Runoff Depth=0.00" Flow Length=60' Tc=14.0 min CN=33 Runoff=0.00 cfs 0A00 of Reach DP1: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP2: Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 4P: Porous Pavement Peak Elev=0.01' Storage=91 cf Inflow=6.05 cfs 0.272 of Outflow=6.10 cfs 0.272 of Proposed Conditions Type ii 24-hr 25-yr RainfaN=4.49" Prepared by {enter your company name here) Page 9 H droCADV 7.00 s/n 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Subcatchment 1A: Runoff - 0.00 cfs @ 19.79 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.49" Area ac CN Description 0.120 39 >75% Grass cover, Good, HSG A 0.130 30 Woods, Good, HSG A 0.250 34 Weighted Average Tc Length Slope Velocity Capacity Description (rein) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Subcatchment 1 B: Runoff 6.05 cfs @ 11.97 hrs, Volume= 0.272 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 25-yr Rainfall=4.49" Area ac CN Description 0.450 39 >75% Grass cover, Good, HSG A 0.990 98 Paved parking & roofs 1.440 80 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment 2A: Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.040 39 >75% Grass cover, Good, HSG A 0.070 30 Woods, Good, HSG A 0.110 33 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 14.0 60 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Proposed Conditions Type 1124-hr 25-yr Rainfall=4.49" Prepared by {enter your company name here} Page 10 H droCADO 7.00 sln 000927 ® 1986-2003 Applied Microcomputer Systems 12/13/2017 Reach DP1: Inflow Area = 0.250 ac, Inflow Depth = 0.01" for 25-yr event Inflow = 0.00 cfs @ 19.79 hrs, Volume= 0.000 of Outflow - 0.00 cfs @ 19.79 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind*Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Inflow Area = 0.110 ac, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 of Outflow - 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Porous Pavement Inflow Area = 1.440 ac, Inflow Depth = 2.27" for 25-yr event Inflow = 6.05 cfs @ 11.97 hrs, Volume= 0.272 of Outflow = 6.10 cfs @ 11.98 hrs, Volume= 0.272 af, Atten= 0%, Lag= 0.4 min Discarded = 6.10 cfs @ 11.98 hrs, Volume= 0.272 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 11.98 hrs Surf.Area= 31,878 sf Storage= 91 of Plug-Flow detention time= 0.2 min calculated for 0.271 of (100% of inflow) Center-of-Mass det. time= 0.2 min ( 782..9 - 782.7 ) # Invert Avail.Stora e Storage Description 1 0.00` 12,751 of Custom Stage Data (Prismatic) Listed below 31,878 of Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 0.00 31,878 0 0 1.00 31,878 31,878 31,878 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=8.50 cfs @ 11.98 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 8.50 cfs) Proposed Conditions Type 1124-hr 100-yr Rainfall=6.11" Prepared by {enter your company name here} Page 11 H droCADO 7.00 sln 000927 O 1986-2003 Applied Microcomputer Systems 12/13/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method 5ubcatchment 1A: Runoff Area=0.250 ac Runoff Depth=0.17" Flow Length=100' Tc=21.0 min CN=34 Runoff=0.01 cfs 0.004 of 5ubcatchment 1B: Runoff Area=1.440 ac Runoff Depth=3.61" Tc=6.0 min CN=80 Runoff=9.43 cfs 0.433 of Subcatchment 2A: Runoff Area=0.110 ac Runoff Depth=0.14" Flow Length=60' Tc=14.0 min CN=33 Runoff=0.00 cfs 0.001 of Reach DP1: Inflow=0A1 cfs 0.004 of Outflow=0.01 cfs 0.004 of Reach DP2: Inflow=0.00 cfs 0.001 of Outflow=0.00 cfs 0.001 of Pond 4P: Porous Pavement Peak Elev=0.02' Storage=299 cf Inflow=9.43 cfs 0.433 of Outflow=8.70 cfs 0.433 of Proposed Conditions Type I! 24-hr I00 yr Rainfall=6.I9" Prepared by {enter your company name mere} Page 12 H droCADO 7.00 sln 000927 cO 1986-2003 Applied Microcomputer Systems 12/13/2017 Subcatchment 1A: Runoff = 0.01 cfs @ 12.64 hrs, Volume= 0.004 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 100-yr Rainfall=6.11" Area ac CN Description 0.120 39 >75% Grass cover, Good, HSG A 0.130 30 Woods, Good, HSG A 0.250 34 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 21.0 100 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.57" Subcatchment 1B: Runoff = 9.43 cfs @ 11.97 hrs, Volume= 0.433 af, Depth= 3.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type It 24-hr 100-yr Rainfall=6.11" Area ac CN Description 0.450 39 >75% Grass cover, Good, HSG A 0.990 98 Paved parking & roofs 1.440 80 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment 2A: Runoff = 0.00 cfs @ 13.00 hrs, Volume= 0.001 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type i1 24-hr 100-yr Rainfall=6.11" Area ac CN Description 0.040 39 >75% Grass cover, Good, HSG A 0.070 30 Woods, Good, HSG A 0.110 33 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 14.0 60 0.0100 0.1 Sheet Flow, Grass. Dense n= 0.240 P2= 2.57" Proposed Conditions Type 1124-hr 900-yr Rainfall=6.71" Prepared by {enter your company name here) Page 13 H droCADO 7.00 s/n 000927 © 1986-2003 Applied Microcomputer Systems 12/13/2017 Reach DP1: Inflow Area = 0.250 ac, Inflow Depth = 0.17" for 100-yr event Inflow = 0.01 cfs @ 12.64 hrs, Volume= 0.004 of Outflow - 0.01 cfs @ 12.64 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP2: Inflow Area = 0.110 ac, Inflow Depth = 0.14" for 100-yr event Inflow = 0.00 cfs @ 13.00 hrs, Volume= 0.001 of Outflow - 0.00 cfs @ 13.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Porous Pavement Inflow Area = 1.440 ac, Inflow Depth = 3.61" for 100-yr event Inflow = 9.43 cfs @ 11.97 hrs, Volume= 0.433 of Outflow = 8.70 cfs @ 11.98 hrs, Volume= 0.433 af, Atten= 8%, Lag= 0.4 min Discarded = 8.70 cfs @ 11.98 hrs, Volume= 0.433 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.02' @ 11.99 hrs Surf.Area= 31,878 sf Storage= 299 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Invert Avail.Stora e Storage Description 1 0.00' 12,751 cf Custom Stage Data (Prismatic) Listed below 31,878 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store feet (sq-ft) cubic-feet cubic-feet 0.00 31,878 0 0 1.00 31,878 31,878 31,878 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=8.50 cfs @ 11.98 hrs HW=0.02' (Free Discharge) L1=Exfil#ration (Exfiltration Controls 8.50 cfs) Appendix D Grading/Drainage/Sediment and Erosion Control Plan Appendix E: Deep Ripping and Decornpaction Spill Reporting Adk New York State abmw DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Water Deep_Rippingand Decompact1* 0n ....... ............ April 2008 New York State Department of Environmental Conservation Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) Alternative Stormwater Management Deep-Ripping and Decompaction Description The two-phase practice of 1) "Deep Ripping;" and 2) "Decornpaction" (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material. Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil's water holding capacity and vertical drainage (rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure l displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase — decompaction — is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric coinposition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. NI Fig. 1. A typical deep ripping phase of this practice, during the first in a series of Fig, 2. About 50%of the volume of undisturbed progressively deeper "rips" through severely loam surface soil is pore space, when soil is in compressed subsoil. good condition for plant growth. Brady, 2002. 1 Recommended Application of Practice The objective of Deep Ripping and Decompaction is to effectively fracture (vertically and lateraIlly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and ..........I permeability and aiding infiltration to help "N reduce runoff. Together with topsoil stripping, the "two-phase"practice of Deep Ripping and 'A Decompaction first became established as a "best management practice" through ongoing success on commercial farmlands affected by heavy Fig. 3. Construction site with significant utility construction right-of-way projects compaction of the deep basal till subsoil (transmission pipelines and large power lines). extends 24 inches below this exposed cut- and-fill work surface. Soil permeability, soil drainage and cropland productivity were restored. For broader construction application, the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely, the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive "deep ripping" through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by "decompaction," i.e.: "sub-soiling," through the restored topsoil layer down into the subsoil, offers the following benefits: • Increases the project (larger size) area's direct surface infiltration of rainfall by providing the open site's mitigated soil condition and lowers the demand on concentrated runoff control structures • Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures • Decreases runoff volume generated and provides hydrologic source control • May be planned for application in feasible open locations either alone or in 2 conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas 40 Promotes successful long-term revegetation by restoring soli permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original (undisturbed) soil's hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability (noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soil In the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including; soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is "high" with a low runoff potential while soils in Group 13 are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending; somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil- water, and high runoff potential. r In figure 4, the profile displays the i undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate ofVl infiltration through the subsoil. The slow rate f _ of infiltration begins immediately below the art; topsoil horizon (30 cm), due to the limited amount of macro pores, e.g.: natural subsoil fractures worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be : .;,. restored back to this natural level with the pig 4 Profile (in centimeters) displaying the two-phase practice of deep ripping and infiltration test result of the natural undisturbed decompaction, followed by the permanent establishment of an appropriate, deep taproot horizons of a soil in Hydrologic Soil Group C. 3 lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed for all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well- drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone, beginning about 12 to 18 inches (30 —45cm), below surface. Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance. Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons' materials referred to in the county soil survey) should always be taken into account. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more practical. Slope The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on fiat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project's otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 4 subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a "plastic" or "liquid" state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the "slicing and smearing" of the material or added "squeezing and compression" instead of the necessary fracturing. Ample drying time is needed for a "rippable" soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil. The "poor man's Atterberg field test" for soil plasticity is a simple "hand-roll" method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled r. between the palms down to a 118-inch diameter thread. (Use the same test for stored topsoil Fig. 5. Augered from a depth of 19 inches material before respreading on the site.) If the below the surface of the replaced topsoil, respective soil sample crumbles apart in this subsoil sample was hand rolled to a segments no greater than 3/8 of an inch long, by 118-inch diameter. The test shows the soil at the time it is rolled down to 1/8 inch diameter, it this site stretches out too far without is low enough in moisture for deep ripping (or crumbling; it indicates the material is in a topsoil replacement), and decompaction. plastic state of consistence, too wet for final Conversely, as shown in Figure 5, if the rolled decompaction (deep subsoiling) at this time. sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a "plastic" state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, "decompaction," mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking; (Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area's soil permeability and 5 rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting; the practice at the appropriate speed, depth and pattern(s) of n-ovement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to Delp maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. Implements Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only "scarify" the uppermost surface portion of the mass of compacted subsoil material. The term "chisel plow" is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting (see Figure G). 0 eF Fig. G. Alight duty chisel implement, not Fig. 7. One of several variations of an agricultural ripper. This unit has long, rugged adequate for either the deep ripping Or ciecompaction (deep subsoili�ag} please. shanks mounted on a steel V-frame for deep, aggressive fracturing through Phase 1. Use a "heavy duty" agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing; of the mass of exposed and compressed subsoil, down and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler(shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like "lifting and shattering" action up through the soil layers as it is pulled. 6 Pulling;-Power of Equipment Use the following rule of thumb for tractor horsepower (lap) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/ leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the M � implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are "chained up" so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. a � F The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this Fig. 8. A deep, angled-leg subsoiler, ideal for unobstructed, former construction access area Phase 2 decompaction of after the topsoil layer simultaneously through 11 inches of replaced is graded on top of the ripped subsoil. topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate lap, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industzial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are 3 generally not recommended. Typically, the shanks or "teeth" of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and Fig. 9. This medium tractor is pulling a 3- vertical fracturing of the soil materials shank deep ripper. The severely compacted necessary to restore soil permeability and construction access corridor is narrow, and the infiltration. In addition, the power graders and 120 hp tractor is more maneuverable for Phase bulldozers, as pullers, are far less maneuverable I deep ripping (subsoil fracturing), here. for turns and patterns than the tractor. 7 Depth and Patterns of Movement As previously noted both Phase I Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement's guide wheels attached, some have a "normal" maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil's compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a `/4 inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil's compacted zone is finally "pieced" and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site's subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement's minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of all 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. " 'res. " � A x•�'�'.z .}� ., - Y ` Ail 01.ti� wv Fig. 10. An early pass with a 3-shank deep Fig. 11. A repeat run of the 3-shank ripper ripper penetrating only 8 inches into this along; the same patterned pass area as Fig. 9; worksite's severely compressed subsoil. here, incrementally reaching; 18 of the needed 22 inches of subsoil fracture. Typically, three separate series (patterns) are used for both the Phase I Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation (subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive 8 pass of the implement's legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas, use the standard patterns of movement: • The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site's width, with each successive pass. • The second series runs obliquely, crossing the first series at an angle of about 45 degrees. • The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunks/blocks of material as verified by tests with a -1/4- inch cone penetrometer.) 0 �._.... ,�is being Fig. 13. The same deep, angled-leg subsoiler Fig. 12. Moderately dry topsoil replaced on clic affected site now that Phase 1 shown In Fig. '7 is engaged at maximum deep ripping of the compressed subsoil is depth for Phase 2, decompaction {deep CQIllplete. soiling), of the replaced topsoil and the upper subsoil materials. Corridors In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. • First, apply the same initial lengthwise, parallel series of passes described above. 9 • A second series of passes makes a broad "S" shaped pattern of rips, continually and gradually alternating the "S" curves between opposite edges inside the compacted corridor. • The third and final series again uses the broad, alternating S pattern, but it is "flip-flopped" to continually cross the previous S pattern along the corridor's centerline. This final series of the S pattern curves back along the edge areas skipped by the second series. Maintenance and Cost Once the two-phase practice of Deep Ripping and Deconlpation is completed, two items are essential for maintaining; a site's soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads. Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. W 11 r Fig. 15. Tile same site as Fig. 14 after deep Fig. 14. The severely compacted soil of a ripping of the exposed subsoil, topsoil temporary construction yard used daily by replacement, decozxzpaction through the heavy equipment for four months; shown topsoil and upper subsoil and final surface before deep ripping, topsoil replacement, and tillage and z•evegetation to maintain soil decoznpactio37. permeability and infiltration. 10 The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending oil open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and - or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 213 to 314 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. if the Phase 2) Deconipacting or deep subsoiling tabes 314 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 11 Resources Publications: • American Society of Agricuitural Engineers. 1971. Compaction of Agricultural Soils. ASAI;. • Brady, N.C., and R.R.Weil.2002. The Nature and ,Properties of Soils. 131x,ed. Pearson Education, Inc. • Baver, L.D. 1948. Soil Physics.John Wiley &Sons. • Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2 ed. Craftsman Book Company • Ellis, B. (Editor). 1997. Safe& Easy Lawn Care: The Complete Guide to Organic Low Maintenance Lawn. Houghton Mifflin. • Harpstead, M.I., 'r.J. Sauer, and W.F. Bennett. 2001. Soil Sciencc Simplified. Ori, ed. Iowa State University Press. • Magdoff, F., and H. van Es. 2000, Building Soils for Better Crops. 2 f<r ed. Sustainable Agricultural Networks • McCarthy, D.T. 1993. Essentials of Soil Mechanics and Foundations, Basic Geotechnics 411:ed. Regents/Prentice Hall. • Plaster, 13.J. 1992. Soil Science&Manageitimt.3,,� ed. Delmar Publishers. • Union Gas Limited, Ontario, Canada. 1984. Rehabilitation of Agricultural Lands, Dawn--Kerwood Loop Pipeline, Technical Report. Ecological Services for Planning, Ltd.; Robinson, Merritt & Devries, Ltd.and Smith, Hoffman Associates,Ltd. • US Department of Agriculture in cooperation with Cornell University Agricultural Experiment Station. Various years. Soil Survey of (various naines) County, NC7V York. USDA. Internet Access: • Examples of implements: V-Rippers. Access by internet search of John Deere AX --Ncrw I:quipnxent far 915 (larger-frame model) V- Rippe; and, for 913 (smaller-frame model) V-Ripper. Deep, angled-leg subsoiler. Access by internet search of:Bigharn Brothers Shear Bolt Paratill-Subsoiler. htt_/„( alesmanual.deere-com sales/salesmar�ualer NA/p_ tillage feature ri ers 915v 7attern frame. tml?sbu=a g&link-��rodcat Last visited March 08. • Soils data of USDA Natural Resources Conservation Service. NRCS Web Soil Survey. htt websoilsui-trev.nres.trsda, 9A, a }�1 and USDA-NRCS Official Sail Series Descriptiaars; View bil Nance, JjUp Ilor tho.ftw.nres.usda gov cgi bi�losdlosdna.rne.cgi. Last visited Jan. 08. • Soil penetrometer information. Access by internet searches of: Diagnosing Soil Cornpaction using a Penetrometer(soil compaction tester), PSU Extension; as well as Dickey-john Soil Cornpaction Tester. htt :.l/www_dickeaohn, rnducs_CQm(�df�SC,o_m. aclionTest_��d€andl3lti�1/cE:o�7soil,��su:edufExtension,Factstac1,78,pdf Last visited Sept.07 1.2 TECHNICAL FIELD GUIDANCE SPILL REPORTING AND INITIAL NOTIFICATION REQUIREMENTS 1.1-1 NOTES Spill Reporting and Initial Notification Requirements GUIDANCE SUMMARY AT-A-GLANCE • Reporting spills is a crucial first step in the response process. • You should understand the spill reporting requirements to be able to inform the spillers of their responsibilities. • Several different state, local, and federal Iaws and regulations require spillers to report petroleum and hazardous materials spills. • The state and federal reporting requirements are summarized in Exhibit 1.1-1. • Petrolcum spills must be reported to DEC unless they meet all of the following criteria: • The spill is known to be less than 5 gallons; and • The spill is contained and under the control of the spiller; and • The spill has not and will not reach the State's water or any land; and • The spill is cleaned up within 2 hours of discovery. All reportable petroleum spills and most hazardous materials spills must be reported to DEC hotline (1-800-457-7362) within New York State; and (1-518 457- 7362) from outside New York State. For spills not deemed reportable, it is strongly recommended that the facts concerning the incident be documented by the spiller and a record maintained for one year. ■ Inform the spiller to report the spill to other federal or local authorities, if required. ■ Report yourself those spills for which you are unable to locate the responsible spiller. ■ Make note of other agencies' emergency response telephone numbers in case you require their on-scene assistance, or if the response is their responsibility and not BSPR`s. 1.1-2 NOTES 1.1.1 Notification Requirements for Oil Spills and Hazardous Material Spills Spillers are required under state law and under certain local and federal laws to report spills. These various requirements, summarized in Exhibit 1.1-1, often overlap; that is, a particular spill might be required to be reported under several laws or regulations and to several authorities. Under state law, all petroleum and most hazardous material spills must be reported to DEC Hotline (1-800-457-7362), within New York State, and to 1-518- 457-7362 from outside New York State. Prompt reporting;by spillers allows for a quick response, which may reduce the likelihood of any adverse impact to human health and the environment. Yo will often have to inform spillers of there responsibilities. Although the spiller is responsible for reporting; spills, other persons with knowledge of a spill, leak, or discharge is required to report the incident (see Appendices A and I3). You will often have to inform spillers of their responsibilities. You may also have to report spills yourself in situations where the spiller is not known or cannot be located. However, it is the legal responsibility of the spiller to report spills to both state and other authorities. 13SPR personnel also are responsible for notifying other response agencies when the expertise or assistance of other agencies is needed. For example, the local fire department should be notified of spills that pose a potential explosion and/or fire hazard. If such a hazard is detected and the fire department has not been notified, call for their assistance immediately. Fire departments are trained and equipped to respond to these situations; you should not proceed with your response until the fire/safety hazard is eliminated. For more information on interagency coordination in emergency situations see Part 1, Section 3, Emergency Response. Another important responsibility is notifying health department officials when a drinking water supply is found to be contaminated as a result of a spill. It will be the health department's responsibility to advise you on the health risk associated with any contamination. Exhibits 1.1-I and 1.1-2 list the state and federal requirements to report petroleum and hazardous substance spills, respectively. The charts describe the type of material covered, the applicable act or regulation, the agency that must be notified, what must be reported, and the person responsible for reporting. New York state also has a emergency notification network for spill situations (e.g., major chemical releases) that escalate beyond the capabilities of local and regional response agencies/authorities to provide adequate response. The New York State Emergency Management Office (SEMO) coordinates emergency response activities among local, state, and federal government organizations in these cases. LI-3 -V o -° va ° D cn wti 3 v � Cl) ju 3 CL w �+ t3oa) a o 0 � m o o ro M Iron o C v3 oa � c30 m . 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(If necessary, cite Section 181 of the Navigation Law); -- Ask PRP/Rps "point blank" if they will accept responsibility for the cleanup; and -- if the PRP/RP does not accept responsibility, or does not admit to being the PRP/RP, inform flim or her that DEC will conduct the cleanup and send the bill to whoever is the PRP/RP. Also inform them that a DEC- conducted cleanup could be more costly than a PRP/RP-conducted cleanup, and that the PRP/RP could face interest charges and penalties for refusing to clean up the spill. # If the PRP/RP accepts responsibility for the cleanup: (1) Send the PRP/RP a "Spiller Responsibility Letter" (Exhibit 1.1-5) and an "Acceptance of Financial Responsibility Form" (Exhibit 1.1-6) and (2) Send the PRP/RP an "Option Letter," which should outline the options available to the PRP/RP to clean up the Spill. See Exhibit 1.1-4 for a Summary of how mid when to use these forms and what they may include. 1.1-15 NOTES 1.1.2 Spill Reporting; and Initial Notification - Enforcement of Spiller Responsibility This section provides guidance on those steps you take to infonn responsible parties or potentially responsible parties (PRP/Rps)or spillers of their responsibility under state law for cleaning up spills. This guidance applies to all contacts (by phone,by nnail,or in person)you have with Rps throughout the response process concerning their fulfillment of this legal responsibility. The possible consequences of an RP's refusal or inability to conduct the spill response are also discussed. 1. State Law and Polie Under Article 12 of the Navigation Law and Article 71 of the Environmental Conservation law(ECL),those parties responsible for a petroleum release are liable for all costs associated with cleaning;up the spill as well as third party damages (see Introduction-A for more information). Section 181 of the Navigation Law states: Airy person who has discharged petroleum shall be strictly liable, without regard to fault, for all cleanup and removal costs and all direct damages, no matter by whore sustained as defined in this section. There are two ways by which PRP/RPs can pay for the costs associated with cleanups. First,the PRP/RP can reimburse the state for site investigation, clean-up, and remediation costs incurred by the State Oil Spill Fund or federal Leaking Underground Storage Tank(LUST)Trust Fund. Second, the PRP/RP can assume full responsibility for the cleanup from the beginning and bear all costs throughout the clean-up process. Itis DEC's policy to make every effort to have PRP/RPs pay for cleanups fiom the outset. To achieve PRP/RP-directed and PRP/RP-financed cleanups, your responsibilities are to: (1) identify the PRP/RP(s), (2) inform then of their legal responsibilities for the spill, and (3) ensure that they carry out these responsibilities. All investigations of spills and PRP/RPs should be pursued vigorously and without prejudice. Use to your advantage the argument that having the PRP/RP assume responsibility for clean-up costs benefits both DEC and the Spiller. It saves DEC the expense of cost-recovery procedures. It also allows the PRP/RP to be more involved in clean-up decisions (e.g., choosing their clean-up contractors) and, more significantly, it usually results in 1 ower c 1 can-up costs. Because the PRP/RP is responsib 1 e for a i l indirect costs incurred if DEC conducts the cleanup, the spi 1 ler wig 1 pay for the DEC contractor's clean-up work, as we11 as the supervision costs incurred by DEC, any third-party c 1 aims associated with the spi 11, and any punitive fines 1 evied. Spillers are not only responsible for assuming the costs of a cleanup, but also can be subject to a$25,000 per-day fine for.not paying the clean-up costs(among other violations). The Navigation Law provides for these penalties in Section 192, which states: Any person who knowinggly gives or,causes to be given any false information as a part of', or ��� response to, any claim made pursuant to this article for cleanup and removal costs, direct or- indirect damages resulting from a discharge, or who otherwise violates any of the provisions of this article or any rule promulgated thereunder- or who fails to comply with any duty created by this article shall be liable to a penalty of not more than twenty-five thousand dollars for each offense in court of competent jurisdiction. If the violation is of a continuing nature each day during.which it continues shall constitute an additional separate,and..distinct offense.(emphasis added) 1.1-16 NOTES 2. Notifieation Process Part 1,Section 4,of this manual discusses the process of identifying the PRP/RP as part of the spill investigation for a particular site. Once you identify the PRP/RP, follow the guidance provided below for infon-ring the PRP/RP of his or her responsibilities for spill cleanup. if you are uncertain about who the PRP/RP is, apply the procedures outlined below with all suspected RPs until the responsible party or parties are identified. a. Informing RPs of Their Responsibility at the Spill Scene It is important to inform PRP/RPs of their legal responsibility to clean up a spill as soon as possible. When you arrive at a spill site,you should immediately inform the representative of any PRP/RP of their liability under the Navigation Law and the Environmental Conservation Law. In doing so, follow the steps covered in the "Notification Procedures Checklist" (Exhibit 1.1-3). Document completion of the notification steps, and identify your contact(s). Although you should be fine and direct in informing die PRP/RP of their responsibility, you should make every attempt to avoid an adversarial relationship with the RP. The full cooperation of the PRP/RP will result in a more efficient and effective cleanup. b. Informing Spillers ourheir Responsibility in Writing You should send three different letters to the PRP/RP to inform them of their responsibility(see Exhibit 1.1-4, "Notification Fours Summary"). If a site response was initiated and you are able to confine the spill visually, the "Spiller Responsibility Letter" (Exhibit 1.1-5) along with an "Acceptance, of Financial Responsibility Form"(Exhibit 1.1-6)should be sent as soon as possible. In addition,an "Option Letter" that informs the PRP/RP of their possible options for addressing; a spill should be sent. These letters should be kept as part of the Corrective Action Plan(CAP)(see Part 1, Section 5, "Corrective Action Plans.") 1.1-17 Exhibit 1.1-3 Notification Procedures Checklist Completed Step Date Contact(s) 1, Give your name and identify yourself as a DEC employee. 2. Inform the PRP/RP that he/she has been identified as the party responsible for the spill. 3. Inform PRP/RPs of their responsibility to pay for all clean-up costs. (As necessary, cite Section 181 of the Navigation Law or Article 71 of the ECL.) 4. Ask PRP/RPs "point blank' if they will accept responsibility for the cleanup. Response: 5. If the PRP/RP does not accept responsibility, or does not admit to being the spillet, inform him/her that DEC will conduct the cleanup and send the bill to whoever is the spiller. 6. If the PRP/RP does not accept responsibility also inform him or her that a DEC- conducted cleanup could be more costly than a spiller- conducted cleanup, and that the spiller could face interest charges and a fine for refusing to pay for the billed clean-up costs. 1.1-18 '0 /� ƒ / \ I _D 2 ƒ n C0 E \ % \ \ \ 0 � � ] ƒ � 0 / E � 0 ] « 0 2 0 @ \ \ i . r \ \ \ \ c m 22 3 ) � ) � ) l< m \ \ « a § an an CL - \ \ k / § 3 7 b \ � k � k ■ � � 2 e e e E � ƒ � CD \ \ c n ] CD (D \ / \ k \ k ] � u \ -u _2 / CL ƒ _0 ƒ / _w 0 § \ D / / / w0 o \ \ w0 a \ 0 / = ea \ \ = 2 3 Z, - � c (A s s c & & J \ E § _ 0 = e Cr 7 e m o = o \ k E < / ems\ / \ In � $ w & n » 0 % - e = _ \e 2 _ = 2 m / Cr f o § G & $ 0 R: % n G \0 m 7m• /\ s CD\ = a¥ a \§ / 2S \\ < / k¥ /(a \ F- CD c m CD CL ( (DR \ 4 / k k \ m n m = \ / / f =r ^ 7 \ 5 \ lo \ CD� S a 0 Exhibit 1.1-5 Spiller Responsibility Letter [Date] [Addressee] [Address] Dear [ ]: This is to inform you that as a result of investigation by our Department,we consider you responsible for Petroleum Spill Number , dated , at . Under Article 12 of the Navigation Law, Section 192, any person who discharges petroleum without a permit and fails to promptly clean up such prohibited discharge may be subject to a penalty of up to $25,000 a day. Containment and removal of this spill must be initiated within hours. Your failure to initiate timely spill cleanup and removal, in addition to the penalty stated above, will result in your being billed for all actual costs incurred by New York State as set forth in Section 181 of the Navigation Law. These costs include cleanup and removal, all direct and indirect damages, including damages ineun-W. by thud parties. Sincerely, Regional Spill Engineer Region 1.1-20 Exhibit 1.1-6 Acceptance.of Spiller Responsibility Letter [Date] SPILL# ACCEPTANCE OF FINANCIAL RESPONSIBILITY ,hereby assumes responsibility for containment and (Name of Company and Person) cleanup of discharged from (Substance) (Source) on , and recogpizes that the determination of the adequacy and propriety of (Date) the containment and cleanup operation continues to rest with the New York State Department of Environmental Conservation On-Scene Coordinator. (Authorized Sigpature and Title) (Name and'Fitle Printed) (Address of Company) (Date and Time) (Witness) 1.1-21 NOTES The "Spiller Responsibility Letter" informs spillers of their responsibility under the Navigation Law and explains the penalties that can be levied if the spiller does not cooperate. It should be sent to the spiller or suspected spiller as soon as a petroleum spill has been confirmed. The letter notifies the spiller that he or she is required to initiate containment and removal of the spill within a period of tune you specify. There are at least three factors you should consider when specifying a deadline in this letter: # The size and nature of the spill; # The proximity of the spill to, or its possible effects on, water supplies(surface or ground water),nearby homes and other structures,and/or sensitive environmental areas;and The possible environmental,safety, and/or hurnan health effects of delaying containment and removal. The "Acceptance of Spiller Responsibility Form" requires the spiller's signature acknowledging his or her responsibility for containment and cleanup of the spill. This form and the"Spiller Responsibility Letter" should be sent by certified mail. The "Option Letter"outlines the possible options available to the PRP/RP for cleanup of the spill. The contents of this letter can vary somewhat depending on how the release was discovered(e.g.,through a complaint or a failed tightness test),the extent and type of spill,and the policies and procedures of your regional office. There is,however,some information that should appear in every"Option Letter." All"Option Letters"should contain the following: spill number,date the spill was discovered,and exact location of the spill, In addition,the letter should cite the response authority provided ITEC by Article 12 of the Navigation Act and describe the penalties for noncompliance. Each "Option Letter" should outline clearly the options open to the PRP/RP to address the spill and the information you wish submitted, and may also specify certain deadlines for taking action. However, it is up to you to determine the particular options,information requirements,and dates you include in the letter. Depending on the circumstances,you may list in your letter one or several options frorn which the PRP/RP can choose. For example, when an UST fails an initial tank test the following options could be includW. : # Conduct separate integrity tests on the piping and the tanks in order to verify the release source; within the tank system. # Remove the"non-tight"tank and either remove and dispose of all contaminated soils,or install monitoring wells. 1.1-22 NOTES # install monitoring wells and abandon the "non-tight" tank in-place. # Remove the tank within 30 days, according to the requirements for tank removal (outline these requirements in the letter). The "Option Letter"should always be sent by certified mail. In addition, you should have the PRP/RP infonn you as soon as possible about the option(s) lie or she has chosen. Several examples of possible "Option Letters" are included as Exhibits 1.1-7 through 1.1-12. These are provided as examples only; you should use "Option Letters" developed by your own office, or develop your OWI]. Exhibit 1.1-7 is a sample option] letter to an PRP/RP for removal of contaminated soil from an UST release. Note that this option letter includes: (a) specific requirements for removal of the contaminated soil; (b) dates for when the removal must be completed, and (c)requirements for the PRP/RP to fbi ward to DEC copies of the landfill disposal receipt and ample test results. The additional sample option letters apply to the following situations: when an UST has failed an initial tightness test(Exhibit 1.1-8), when an UST fails an isolation tank test (Exhibit 1.1-9), when an UST fails a Petro-tite Systems Test (Exhibit 1.1-10), and ground-water contamination cleanup (Exhibit 1.1-11). 3. Dealing with Uncooperative S illers There are generally two ways in which an PRP/RP may fail to fulfill his or her legal responsibilities for spill cleanup: (1) a PRP/RP may refuse from the beginning; to accept responsibility, or (2) an PRP/RP may fail to conduct a cleanup in the manner,or in as timely a fashion,as agreed upon with the DEC. If a PRP/RP refuses to cooperate from the outset,try again]to change the RP's mind. Send additional notices of spiller responsibility(Exhibit 1.1-12) and/or initiate phone conversations with PRP/RPs to inform them again of the consequences of not cooperating (i.e.,higher clean-up costs and possible penalties). If a parry claims not to be the PRP/RP,you should inform them of your reasons for believing they are the PRP/RP udder the Navigation Law. If PRP/RI'agrees to conduct and pay for the cleanup and then does not proceed in the mariner agreed upon or as quickly as agreed upon,you should infonn the PRP/RP immediately that you are dissatisfied with the progress of the cleanup and that DEC is considering taking it over. There are no hard-and-fast rules for deciding when you should take over a cleanup. If possible,you should always work toward having the PRP/RP continue the cleanup in the meed-upon manner. Attempt to determine why the cleanup is not proceeding as planned and consider means of helping the PRP/RP-directed cleanup get back On track. t.1-23 Exhibit 1.1-7 Sample Option Letter: Soil Cleanup Spill [Date] [Addressee] [Address] Dear [ ]: This letter is to confine your- site rneetin tel hone conversation with of this Depar anent on , (Name) (day) (date) (year) in regards to the above-mentioned spill site. This site involves (explanation) The following items were discussed and a�yreed upon: 1. All contaminated material must be removed and stored on site until it can be properly disposed of at a properly permitted landfill. 2. All contaminated material must be sampled for . The results must be (analyses) negative for the material to be considered non-hazardous oily debris. You must contact your selected sanitary landfill to verify the sample analyses that they require for disposal. 3. A hauler with a Part 364 permit must be used to haul the contaminated soil to your selected landfill. 4. Please notify this Department after the work is completed but prior to any backfilling of the spill area so that an inspection of the excavation may be made. 5. Please forward to us a copy of the landfill disposal receipt and the sample results. A schedule for this work is required by (day) (date) (year) Cleanup must be performed by no later than (day) (date) (year) If you have any questions, please feel free to contact (Name) at 847-4590. Your cooperation will be appreciated. Very truly yours, Senior Sanitary EnL�,racer 1.1-24 Exhibit 1.1-5 Sample Option Letter: Initial Tank failure [Date] [Addressee] [Address] Dear [ ]: This Department received notification on that(a) (day) (date) (year) tank(s) failed its (their) tank test performed by (gallons) (product stored) . 011 , Mr, of this Department (contractor) (date) (name) discussed with that one of the following options must be done concerning this tank. (person) OPTION 1: 1. The tank is to be immediately isolated from the piping and is to be retested. If the tank tests tight, it may remain in service. 2. The lines are to be repaired,if necessary,and retested by a state-approved method. Exposed piping may be air tested. 3. A copy of any test results are to be sent to this office. OPTION 2: If the tank fails the retest, or if you decide not to retest, the following;must now be done: 1. All product must be immediately removed fiom the tank. 2. The tank itself must be removed within thirty days. A Petrolcuin Bulk Storage form must be submitted to this Department prior to tank removal. 3. Tlie interior surface of the tank must be cleaned,and all sludge and residue generated by this process must be properly disposed. The tank must be cut open to allow for this work and to ensure proper ventilation of the tank interior. 4. All safety precautions regarding;the opening;,cleaning and entering of the tank must be followed. The interior atmosphere of the tank may be explosive and proper procedures must be followed. 5. Once the tank has been cleaned out, it may be disposed as scrap. Mr. must be notified when you have a firm date for retesting or removal. Please note,we inust be present when this tank is removed to determine if any groundwater or soil contamination exists. Ifgoundwater or soil contamination is found, further remedial work will be required. If you have any questions, please contact at 847-4590. Your cooperation will be appreciated. Sincerely, 1.i-25 Exhibit 1.1-9 Sample Option Letter: Retest Failure,Tank Removal [Date] [Addressee] [Address] Deal- [ ]: On , a gallon , underg,�Iound store storage tank at the (day) (date) (year) W (material) above-mentioned address failed a system tank test. On , this tank failed an isolation tank test. (day) (date) (year) Since the tank failed the retest, the following;must now be done: 1. All product must be immediately removed from the tank. 2. The tank itself must be removed within thirty days. A Petroleum Bulk Storage form(enclosed)must be submitted to this Department prior to tank removal. 3. The interior surface of the tank must be cleaned, and all sludge and residue generated by this process must be properly disposed. The tank must be cut open to allow for this work and to ensure propel-ventilation of the tank Interior. 4. All safety precautions regarding:; the opening, cleaning and entering of the tank must be followed. The interior atmosphere of the tank may be explosive and proper procedures must be followed. 5. Once the tank has been cleaned out, it may be disposed as scrap. of this Department must be notified when you have a film (Name) date for removal. We must be present when this tank is removed to determine if any groundwater or soil contamination exists. If groundwater or soil contamination is found, further remedial work will be required. For your use, enclosed is a list of contractors that are known by this Departinent to do this type of work. This list is by no means complete. Any contractor may be used by you for this work. If you have any questions,please feel free to call at 847-4590. (Name) Your cooperation will be appreciated. Sincerely, [ 1.1-26 Exhibit 1.1.10 Sample Option Letter: Failed Tank'Fest [Date] CERTIFIED - RETURN RECEIPT REQUESTED [Addressee] [Address] RE: Spill No. Gentlemen: This office has been informed by (Name) that tank failed a Petrotite systems test. In accordance with Article 12 of the New York State Navigation Law, I must detennine if there has been any harm to the lands or the groundwater of the State. In order for me to make this determination, you have three options: 1. Prove that it was not a leaking tank by removing;all the piping from the tank and separately Petrotite test the tank. If the tank passes the Petrotite test,it is a piping;leak. The tank may then be abandoned or the piping can be repaired, attached to the tank, and the system Petrotite tested. 2. Excavate and remove the tank in the presence of a representative from this office so that an inspection of the tank and the soil can be made. If the tank is sound, and there is no evidence of product loss, nothing further need be done. If there is a problem, proceed as in 3 below. 3. Abandon the tank in-place and install several four(4)inch diameter PVC site wells extending five(5)feet into the groundwater with a screen length of ten (10) feet, with slot size of.020 inches. The exact location and number of wells will be determined by a representative from this office. These wells will be; checked for a period of twelve months by New York State, and if there is no evidence of product for that period, the spill will be removed from our listing. If free or dissolved product appears,cleanup must begin immediately. If cleanup does not begin by Date by the responsible party, the State will begin the cleanup and bill the responsible party. Sincerely, [ ] Exhibit 1.1-I1 Sample Option Letter: Ground-water Cleanup [Date] [Addressee] [Address] Dear[ ]: This letter is to confirm your tsite meeting, (telephone conversation) with (Name) of this Deparhnent on (dayl date ear . Groundwater at this spill site is contaminated with (free floating oilVdissolved oil comWnents). The following items were discussed and agreed upon; 1. f�L additional four-inch monitoring wells will be installed at the agreed upon locations. A sketch of a typical monitoring well is enclosed for your use. 2. One recovery well will be installed to recover oil product. Groundwater must be pumped to depress the groundwater table. The groundwater must be pumped to an oil-water separator tank. Accumulated oil may be recovered from the well by bailing or by a second pump. A second type of recovery well pumps both oil and water to a separator tank. Oil ftorn the tank is then recovered. You should check with your contractor to determine the best method for the recovery well. Groundwater must be pumped to depress the groundwater table. 3. The discharge water must be sampled for (Contaminates) . Dependent upon the sampling results, it may be discharged with a SPDES permit to Name . The water must at all times be sheenless. An air stripper or a carbon filter inay be necessary for the discharge water. 4. All collected oil must be properly disposed. Copies of receipts indicating the disposal site must be forwarded to this office. It was also agreed that these actions be completed by -(Date)—. Should you have any questions,please do not hesitate to contact (Name)at 847-4540. Your cooperation will be appreciated. Sincerely, [ ] 1.1-28 Exhibit 1.1-12 Sample Option Letter: Soil Disposal, Soil Still On Site [Date] [Addressee] [Address] Dear [ ]: A rece=nt inspection by (Name of this office indicated that the contaminated soil at your facility still rernains on site. We are requesting this oil be removed by (day) (date) (year)to an acceptable landfill. Please send a copy of the disposal receipt to this office. If you cannot remove the soil by that date, please contact this office immediately. If you do not contact this office and the soil still remains on site past_ Date , DEC wiII have the soil removed from your site. You will then be billed for the costs of removal and disposal as well any relevant penalties. If you have any questions, please feel free to contact (Name) at 847-4590. Your cooperation will be appreciated. Very truly yours, Senior Sanitary Engineer 1.1-29 NOTES If all efforts to encourage a PRP/RP to continue the cleanup fail, send a ecifitied letter(Exhibit 1.1-13) notifying them that their actions have been unsatistactory and that DEC will assume responsibility for the cleanup. 'Phis letter again informs die PRP/RP of his or her liability for all costs incurred by DEC during its cleanup. l.1-30 Exhibit 1.1-13 Unsatisfactory Cleanup Notice Letter [Date] CERTIFIED MAIL SPILL#- [Addressee][Addressee] [Address] Dear Sir: My letter of Date notified you of New York State`s interest in a pollution incident for which you are presently considered responsible. You are hereby&given novice that your* actions to remove the pollutant and mitigate its effects have been evaluated as unsatisfactory. Effective (Date) , the New York State Depar-tnient of Envirorn-nental Conservation will conduct all cleanup activities under the authority of Article 12 of the Navigation Law. Removal will be effected in accordance with the regulations of the Department of Environmental Conservation. You will be billed for all actual costs incurred by New York State as set forth in Section 181 of the Navigation Law, as well as interest and penalties. Should you require further information concerning this matter, contact: (Name) Sincerely, [ ] Received and Acknowledged Time Date 1.1-31 TECHNICAL FIELD GUIDANCE SPILL REPORTING AND INITIAL NOTIFICATIONS - ACCESS AND RIGHT-OF-ENTRY 1.1-32 NOTES Spill Reporting and Initial Notifications - Access and Right-of-Entry GUIDANCE SUMMARY AT-A-GLANCE # Section 178 of the Navigation Law gives you the authority to enter private property to investigate or clean up a suspected spill. # In general, you should inform the property owner of your right to enter onto private property and obtain consent from the owner. This consent can be either written or verbal. # Detailed information and procedures for access and right-of-entry is considered confidential for spill responders. This information is contained in Appendix L, and is marked confidential. 1.1-33 NOTES 1.1.3 Access and Right-of-Entry 'Mis section addresses the right of NYSDEC personnel to enter private property on which a spill has occurred or is suspected,for the purpose of investigating,containing,and/or cleaning up the spill. Detailed information and procedures of access and right-of-entry are considered confidential. 'I`lierefore, this intbrnation can be found in Appendix L, including your legal rights to enter property and the procedures to follow to ensure that no charges of trespassing are brought against the Department. 1. State Law and Policy You have the authority, under the Navigation Law, to enter property to investigate or clean up a real or suspected spill. Specifically, Section 178 of the Navigation Law states: The department is hereby authorized to eater and inspect any property or premises for the purpose of inspecting facilities and investigating either actual or suspected sources of discharges or violation of this article or any rule or regulations promulgated pursuant to this article. The department is f rrther authorized to enter on property or premises in order to assist in the cleanup or removal of the discharge. Any hiforrnation relating to secret processes or methods of manufacture shall be kept confidential. In any emergency or non-ernergency,you must possess information supporting a reasonable belief to suspect that a spill has occurred or is occurring, or that the spill is impacting the premises for which access is sought. A reasonable belief may be based on a report of a spill or visual observation. For example, if a gasoline station operator reports an unexpected loss of product fi-orn his underground storage tanks that are located near private household wells,you might want to investigate those wells and check the water. Although you have the authority to enter the premises, it is always advisable to obtain the consent of the property owner or his or her agent before entering the property. 'chis consent can be either written or verbal. Obtaining this consent may help avoid civil or criminal charges for trespass being logged. In cases where the owner/agent is not available or not ascertainable,entry should be made. 1.1-34