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20190467 17.062 Station Lane Apts SWPPP STATION LANE APARTMENTS SITE PLAN CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORK STORMWATER POLLUTION PREVENTION PLAN May 7, 2019 Prepared For: Richard Askew 38 Schermerhorn Drive Lake George,NY 12845 Prepared By: LANSING ENGINEERING 2452 State Route 9,Suite 301 Malta,New York 12020 Table of Contents 1.0 Executive summary 3 1.1 Responsibilities of the Participants ...3 1.2 Participant Contact Information.P...P,....!... ..... .... .... ,.P.....8 2.0 Site description ....#_....9 2.1 Location 9 2.2 Topography #.�..,....,.............r............ ....w....r... 9 2.3 Soils and Groundwater 9 2.4 Land Cover �..� ..*..� .!l...l,....,!l...! .. .,..,. ..9 2.5 Wetlands i...�.. ... .... ... .9 #� *W�}F f����F i i 4*i�t�'!.*W T�■P!!��T���f!T�* P - w.�'�t F 2.6 Surface Waters 10 2.7 Rainfall Data10 2.8 Existing Land Use 10 3.0 Project description 10 4.0 Methodology 10 5.0 NYSDEC green infrastructure five step approach ! .. .12 5.1 Site Planning 12 5.2 Determine the Water Quality Volume and Minimum Reduction Volume 14 5.3 Runoff Reduction by Applying Green Infrastructure Techniques and Standard SMPs with RRv Capacity ..,...... ...P...15 5.4 Standard Stormwater Management Practices to Treat Water quality Volume not Addressed by Green Infrastructure Techniques 19 7.0 Hydrologic and Hydraulic analysis 19 6.1 Existing Pre-Development Conditions 19 6.2 Proposed Post-Development Watershed Conditions .........., #,..l...,20 6.3 Proposed Water Quantity and Quality Controls ...., . ..20 7.0 Permanent Stormwater Management System Features ....!.. .!,. .. 24 7.1 Conveyance Piping 24 72 Stormwater Management System 24 8.0 Stormwater Erosion and Sediment Controls25 8.1 Erosion and Sediment Controls 25 8.2 Other Pollutant Controls .......... .., .............25 8.3 Best Management Practices 27 9.0 Construction sequence scheduling 28 10.0 Implementing the SWPPP 29 10.1 Employee Training .},P,.,F..... ..29 10.2 Site Inspections 30 10.3 Maintenance 31 10.4 Progress Reports and Summaries 32 10.5 Certification ......... 32 10.6 NYSDEC Winter Site Stabilization/Site Inspections for Construction Sites Under SPDES General Permit for Stormwater(GP-0-15-002) .....,........ .......32 11.0 Conclusion ..,. r.*l....,..34 Page 1 of 34 APPENDICIES Appendix A: Owner& Contractor Certification Forms Appendix B: Site Location/Drainage Area/Drainage Pattern Maps Appendix C: Pre-Development and Post-Development Run-off Calculations Appendix D: Calculations- Storm Management, Green Infrastructure Appendix E: Grading/Drainage/Sediment, Erosion Control Plan, and Landscaping Plan Appendix F: NYSDEC SPDES General Permit GP-0-15-002 Appendix G: Construction Phase Inspection Report(Sample Form) Appendix H: Post Construction Maintenance Inspection Checklist (Sample Form) Operation and Maintenance Procedure Appendix I: MS4 Acceptance Form Appendix J: Notice of Intent(NOI) Appendix K: Notice of Termination (NOT) Appendix L: Deep Ripping and Decompaction, Spill Reporting Appendix M: SHPO No Effect Letter Page 2 of 34 1.0 EXECUTIVE SUMMARY This Water Quality and Quantity Plan and Stormwater Pollution Prevention Plan (SWPPP) has been prepared pursuant to the Environmental Protection Agency's (EPA) and the New York State Department of Environmental Conservation's(NYSDEC)Phase II Storm Water Regulations.All responsible parties as defined below are responsible for executing the SWPPP and for complying with the requirements set forth in the EPA's National Pollution Discharge Elimination System (NPDES) General Permit, the NYSDEC's State Pollution Discharge Elimination System (SPDES) General Permit GP-0-15-002, and any local governing agencies having jurisdiction with regard to erosion and sediment control. This SWPPP has been prepared in accordance with Stormwater Management Planning techniques and Green Infrastructure Practices required by the New York State Stormwater Management Design Manual (Design Manual). These planning techniques and practices emphasize a holistic approach to resource protection,water quality treatment,flow volume control, maintenance cost reduction, and the dynamics of stormwater science. According to the Design Manual, the green infrastructure approach for stormwater management reduces a site's impact on the aquatic ecosystem through the use of site planning techniques, runoff reduction techniques, and certain standard stormwater management practices. The purpose of the Water Quality and Quantity Plan and the SWPPP described herein is to provide for the detention of high intensity storms(up to the 100-year storm)and the passive water quality treatment of low intensity storms. These controls and treatments will be achieved using appropriate temporary and permanent features such as; drainage ditches, conveyance channels, conveyance piping, green infrastructure,and earth formed stormwater management basins. The goal is to limit the post-development storm water discharge rate to that of the pre-development flows and prevent discharge of pollutants into receiving waters. 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 RESPONSIBILITIES OF THE PARTICIPANTS All responsible parties shall comply with the measures set forth in this SWPPP and in accordance with the NYSDEC General Permit. The following outlines the responsibilities of all participants: Own er err for er in ittee The following is a summary of the Owner's responsibilities: 1. Satisfy the requirements of the State Environmental Quality Review Act when SEQR is applicable and where required, all necessary Department permits subject to the Uniform Procedures Act (UPA). 2. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the address below in order to be authorized to discharge under this permit. The NOI form shall be one which is associated with this permit, signed in accordance with Part VII.H. of GP-0-15-002. Page 3 of 34 3. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first develop a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person, and then submit that form along with the NOI to the address referenced under "Notice of Intent (NOI) Submittal". 4. Read and understand the Notice of Intent(NOI)and the SWPPP to make sure they are in accordance with the requirements of the General Permit. Certify the NOI and the SWPPP by signing the Owner/Operator Certification statement contained in the NOI. 5. The owner shall have the SWPPP preparer sign the "SWPPP Preparer Certification" contained in the NOI. The NOI should then be submitted to: NYSDEC "Notice of Intent" Bureau of Water Permits 625 Broadway Albany,New York 12233-3505 6. As of the date the NOI is submitted to the Department,the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. 7. Ensure the provisions of the SWPPP are implemented from the commencement of construction activity until final stabilization and the Notice of Termination (NOT) has been submitted to the NYSDEC. 8. Identify the contractor(s)and/or subcontractors(s)involved with construction activity that disturbs site soils prior to commencement of construction. Require all contractor(s)and/or subcontractor(s) fully implement the SWPPP and adhere to requirements set forth in the General Permit by having them sign the "contractor certification" in Appendix A. Each of these contractors and subcontractors shall have at least one trained individual from their company that will be responsible for implementation of the SWPPP and be on site when soil disturbing activities are occurring. 9. Maintain a copy of the General Permit (GP-0-15-002), NOI, NOI Acknowledgement Letter, SWPPP,MS4 SWPPP Acceptance form,Contractor Certification(s),and inspection reports for the duration of construction activity until a NOT is filed with the NYSDEC. These documents should be kept in a secure location on site accessible during normal working hours. 10. Obtain the services of a qualified inspector to conduct regular on-site inspections for general compliance with the SWPPP and the SPDES General permit at least once every seven(7)calendar days. 11. Obtain prior written authorization from the NYSDEC or MS4 if construction activity will disturb greater than five (5) acres of soil at any one time. A copy of this authorization should be kept on site.For as long as there is greater than five acres of soil disturbance,inspections shall be conducted twice every seven days with a minimum of two days separation. When soil disturbance has been temporarily or permanently suspended in these areas,stabilization measures shall be applied within seven days. A phasing plan defining maximum disturbance and required cuts and fills shall be developed as well as any additional site specific practices needed to protect water quality. Page 4 of 34 12. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part IIIA.4. and 5. of this permit.Unless otherwise notified by the MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the MS4 prior to commencing construction of the post-construction stormwater management practice. 13. Upon project completion and when the site has reached final stabilization, the Owner shall have the qualified inspector perform a final site assessment. If the project has been properly stabilized and has met all requirements, the qualified inspector shall sign the "Qualified Inspector Certification" of the NOT. The owner shall certify the NOT by signing the certification contained in the NOT. The NOT should then be submitted to: NYSDEC "Notice of Termination" Bureau of Water Permits 625 Broadway Albany,New York 12233-3505 14. Retain all site records and documentation including project plans and reports,the SWPPP, SWPPP inspection reports and all records of data used to complete the NOI for a minimum of five(5)years from the date the site reached final stabilization. 15. It is the responsibility of the owner to provide documentation supporting the determination of permit eligibility with regard to Park I.D.10 (Historic Places). At a minimum, the supporting documentation shall include: information on whether the stormwater discharge or construction activities would have an effect on a property that is listed or eligible for listing on the State or National Register of Historic Places,results of historic places screening determinations conducted, a description of measures necessary to avoid or minimize adverse impacts on places listed or eligible for listing, or where effects may occur, any written agreements that the owner or operator has made with the OPRHP or other governmental agency to mitigate those effects, or local land use approvals evidencing the same. Notice to Purchasgr and Devehmers This SWPPP provides guidance to comply with the New York State Pollutant Discharge Elimination System (SPDES) for stormwater discharges associated with construction activities (GP-0-15-002). The Notice of Intent(NOI)submitted to New York State to obtain permit coverage identifies the owner/operator of the land who is responsible for compliance with the General Permit and the project SWPPP. If a separate party(herein referred to as the Purchaser)purchases land from the permitted owner/operator, and disturbs soil as part of the residential subdivision,the owner/operator has the obligation to ensure that the Purchaser's construction complies with the General Permit and the project SWPPP. Any amendments made to this SWPPP due to alteration of the scope of the project,or needed amendments due to compliance with a New York State revision to the General Permit are also the responsibility of the owner/operator. When property ownership changes or when there is a change in operational control over the construction plans and specifications,the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at Page 5 of 34 the address in Part II.A.1.. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil,they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. O i i;er`.s En,'in eer The following is a summary of the Engineer's responsibilities: 1. Prepare this SWPPP using good Engineering practices, best management practices, and in compliance with NYSDEC Stormwater Regulations under General Permit(GP-0-15-002) and the "New York Standards and Specifications for Erosion and Sediment Control". 2. Prepare the NOI for the Owner to submit to the NYSDEC. The SWPPP preparer shall sign the "SWPPP Preparer Certification" contained in the NOI. 3. Update the SWPPP each time there is a significant modification to the design or construction which may have a significant effect on the potential for discharge of pollutants into receiving waters. Contractors and Sub Contractors The following is a summary of responsibilities for Contractors and/or subcontractors involved with construction activities that disturb soils on site: 1. Certify that the SWPPP has been read and understood by signing the Contractor Certification statement contained in Appendix A of this report. 2. In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced,they must also sign the certification statement and provide the information listed above. 3. Fully implement the SWPPP and the requirements set forth in the SPDES General Permit. 4. Conduct inspections on a regular basis of the erosion and sedimentation controls installed at the site.Responsible for installing,constructing,repairing, inspecting,and maintaining the erosion and sediment control practices. Each of these contractors and subcontractors shall have at least one trained individual from their company that will be responsible for implementation of the SWPPP and be on site when soil disturbing activities are occurring. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbances are being performed. Site Insctor Page 6 of 34 The owner or operator shall have a qualified inspector conduct site inspections in conformance with the general permit. The following is a summary of the Site Inspector's responsibilities: 1. Inspections should be completed only by a"qualified inspector". Definition of qualified inspector is: A qualified inspector means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four(4)hours of training every three(3)years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications, 2. Conduct on-site inspections at least once every seven(7)calendar days for general compliance with the SWPPP and the NYSDEC SPDES General Permit. Inspection reports will be provided to the Owner and all contractors and subcontractors involved with earth disturbing activities within one business day of the field inspection. The inspector shall sign the certifying statements contained at the end of the inspection reports. See section 9.2 of this SWPPP for further detail concerning inspections as well as winter shutdown inspection requirements. The inspection reports shall include and/or address the following: • The date and time of the inspection • Name and title of person(s)performing inspection; • Description of the weather and soil conditions at the time of the inspection; • Description of the condition of the runoff at all points of discharge from the construction site; • Description of the condition of all natural surface waterbodies located within, or immediately adjacent to,the property boundaries of the construction site; • Identification of all erosion and sediment control practices that need repair or maintenance; • Identification of all erosion and sediment control practices that were not installed properly or are not functioning as designed and require reinstallation or replacement. • Description and sketch of disturbed areas and areas which have been stabilized; Page 7 of 34 • Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards. • Corrective actions that must be taken to install, repair,replace or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practices; • Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The quaffed inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven(7)calendar days of that inspection. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within,or immediately adjacent to,the property boundaries of the construction site, and all points of discharge from the construction site. 4. Review the SWPPP logbook on a periodic basis to ensure compliance and update as necessary. 5. When construction is complete, provide the Owner with a final site assessment verifying that the site has undergone final stabilization and met all requirements of the SWPPP and the General Permit. When the site has undergone final stabilization, prepare the NOT and sign the "Final Stabilization" and "Post-Construction Stormwater Management Practice" certification statement. The NOT must then be mailed to the Owner to sign and submit to the NYSDEC. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall also have the MS4 sign the"MS4 Acceptance"statement on the NOT. The owner or operator shall have the principal executive officer, ranking elected official, or duly authorized representative from the regulated, traditional land use control MS4, sign the"MS4 Acceptance"statement. The MS4 official,by signing this statement,has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of the general permit. The MS4 can make this determination by performing a final site inspection themselves or by accepting the quaked inspector's final site inspection certification(s). 1.2 PARTICIPANT CONTACT INFORMATION Owner/Operator Engineering Firm Contractor's Sc Sub Contractors Richard Askew Lansing Engineering,P.C. 38 Shermerhorn Drive 2452 State Route 9, Suite 301 TBD Lake George,NY 12845 Malta,New York 12020 (518)383-4804 (518) 899-5243 Page 8 of 34 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 minimize effects on areas adjacent to the site. 2.1 LOCATION The proposed project is located on the north side of Station Lane in the City of Saratoga Springs, New York. The project site has a tax map number of 165.-2-76.1. 2.2 TOPOGRAPHY Based on topographic survey information, the site is generally flat with a slight slope from the north and west to the south east corner of the parcel to an existing drainage culvert pipe that conveys stormwater under Station Lane. 2.3 SOILS AND GROUNDWATER According to maps from the Natural Resources Conservation Service (MRCS) of Saratoga County, the onsite soils are classified as follows. • Deerfield Loamy Fine Sand, (DeA, DeB) (0%to 8%slopes): This is a very deep, moderately will drained soil formed in water sorted sand. It is found on glacial outwash plains and terraces. The permeability is moderately rapid or rapid in the surface, rapid in the subsoil, and very rapid in the substratum. The available water capacity is very low. The soil has a slight erosion hazard. (Hydrologic Soil Type A) • Wareham Loamy Sand, (Wa) (0%to 3%slopes): This is a very deep, nearly level, poorly drained soil formed in water sorted sand. It is found on glacial outwash plains, lake plains, and deltas. The permeability is rapid throughout the mineral soil and the soil has a slight erosion hazard. (Hydrologic Soil Type A/D). An onsite visit was conducted on 4/12/18 by Lansing Engineering, PC. This visit concluded that the drainage onsite is slow, and groundwater is at or near the surface. As a result, the soils on site have been determined to be Hydrologic Soil Type D and have been modeled within this SWPPP as such. 2.4 LAND COVER The existing cover is primarily wooded with a small area of impervious roadway at the northern limits of the project parcel. 2.5 WETLANDS The parcel contains approximately 3.30+/- acres of NYSDEC wetlands and 3.77+/- acres of NYSDEC wetland adjacent area located within the majority of the parcel. Page 9 of 34 2.6 SURFACE WATERS The project site does not contain any surface waters. 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: prec i @cot-ii e 1 l.ed L . The data used is specific to this project and various 24- hour storm events are presented below. 24-Hour Storm Event 24-hour rainfall Iyear _ 2.24 10 year 3.72 25 year 4.55 loo year 6.20 Data for the 90%average annual stormwater runoff volume(P)was obtained from Figure 4.1 of the"New York State Stormwater Management Design Manual"and is equal to one inch(1.15"). 2.8 EXISTING LAND USE The existing land use includes undeveloped wooded areas. 3.0 PROJECT DESCRIPTION The proposed project involves the clearing and grading required to construct an apartment complex containing three 3-story apartment buildings with associated parking areas.The apartment buildings consist of one 3-story, 12-unit apartment building with a 4,437+/- sf footprint, one 3-story, 11-unit apartment building with a 4,217+/-sf footprint,and one 3-story,6-unit apartment building with a 2,513+1-sf footprint. Access to the site will be provided through one new curb cut along Station Lane. The anticipated impermeable surfaces will include a paved parking lot with drive isles, sidewalks, structure rooftops, and added parallel parking stalls. Stormwater from the impermeable surfaces will be directed towards green infrastructure practices and stormwater management basins to the greatest extent possible.The project design will ensure that the soils and groundwater table will be protected. Stormwater management areas will be constructed to treat and control stormwater runoff.The systems have been sized to ensure that adequate storage capacity exists to properly treat and store runoff associated with the 1, 10, 25, and 100-year design storm events. 4.0 METHODOLOGY This SWPPP utilizes several Stormwater Management Planning techniques and Green Infrastructure Practices. This approach to stormwater management emphasizes a holistic approach to resource protection, water quality treatment, flow volume control,maintenance cost reduction, and the dynamics of stormwater science. The primary goal is to reduce a site's impact on the aquatic ecosystem through the use of site planning techniques,runoff reduction techniques, and certain standard stormwater management practices. Page 10 of 34 According to the New York State Stormwater Design Manual,the term green infrastructure includes a wide array of practices at multiple scales to manage and treat stormwater,maintain and restore natural hydrology and ecological function by infiltration, evapotransporation, capture and reuse of stormwater, and establishment of natural vegetative features. On the local scale, green infrastructure consists of site and neighborhood specific practices and runoff reduction techniques. When implemented throughout a development and watershed, green infrastructure can: reduce runoff volume,peak flow,and flow duration, slow down the flow to increase the time of concentration, improve groundwater recharge, protect downstream water resources, including wetlands, reduce downstream flooding and property damage, reduce incidence of combined sewer overflow, provide water quality improvements/reduced treatment costs,reduce thermal pollution, and improve wildlife habitat. The methodology for implementing green infrastructure techniques as well as designing the stormwater management and erosion and sedimentation control structures for this project is summarized as follows: The Six Step Process for Stormwater Site Planning and Practice Selection 1.0 Planning the site in accordance with local laws and ordinances to preserve natural resources,utilize site hydrology and reduce impervious cover. 2.0 Initial calculation of the water quality volume for the site. 3.0 Incorporation of green infrastructure techniques and standard stormwater management practices (SMPs)with Runoff Reduction Volume (RRv)capacity to reduce 100% of the WQv calculated in step 2. If this is not possible,an explanation as to why the green infrastructure techniques were not feasible and specific site limitations will be provided. 4.0 Determine the minimum Runoff Reduction Volume(RRv)required. 5.0 Use of standard SMPs,where applicable,to treat the portion of water quality volume not addressed by green infrastructure techniques and standard SMPs with RRv capacity, 6.0 Design of volume and peak rate control practices where required. 6.1 Evaluate the hydrologic condition of the tributary area using the USDA-SCS Technical Release No. 20(June 1986)Methods. 6.2 Determine peak flows from each watershed, for various storm events, using the Autodesk Storm and Sanitary Analysis computer program. 6.3 Determine the water quality volume,channel protection volume,overbank flood protection volume and extreme storm flood protection volume for each drainage area that requires mitigation.Design the stormwater systems for each drainage area with structures that store and discharge the previously mentioned volumes at the required rates. 6.4 Perform stormwater system routings for the stormwater management using the Autodesk Storm and Sanitary Analysis computer program if necessary. Examine and compare the output for peak elevations and peak outflows for both pre and post-development conditions. 6.5 Design the stormwater system, in accordance with the "New York State Stormwater Management Design Manual", August 2010, prepared by the Maryland's Center for Watershed Protection for the New York State Department of Environmental Conservation. Page 11 of 34 6.6 Design the erosion and sedimentation control structures, and prepare engineering calculations for the design of channels and conveyance piping in accordance with the"New York Standards and Specifications for Erosion and Sediment Control. 5.0 NYSDEC GREEN INFRASTRUCTURE FIVE STEP APPROACH 5.1 SITE PLANNING The first step in developing a comprehensive stormwater management plan using green infrastructure is to avoid or minimize land disturbance by preserving natural resources and utilizing the hydrology of the site. An existing conditions map was prepared identifying the natural resource areas and drainage patterns prior to designing the site layout.The map includes but is not limited to:wetlands(state and federally regulated), waterways (major, perennial, intermittent, or springs), buffer areas (stream, wetland and forest), floodplains, forest, critical areas,topography, soils (hydrologic soil group, highly erodible soils, etc.), and significant geologic features including bedrock. This map is shown in Appendix B and addressed in the Erosion and Sediment Control Plan. Preservation of Natural Features Utilizing the Natural Resource Areas and Drainage Pattern Map, a strategy for protecting and enhancing natural resources was created. This strategy involves preserving natural features prior to site layout, utilizing natural features to preserve the natural hydrology, maintaining natural drainage design points, maximizing retention of forest cover and undisturbed soils, avoiding erodible soils on steep slopes and limiting mass grading of sites. Preservation of natural features includes techniques to foster the identification and preservation of natural areas that can be used in the protection of water, habitat and vegetative resources.The following planning practices to protect natural features have been considered and where possible, applied to the proposed development. Preservation of Undisturbed Areas:Preservation of undisturbed areas has been included within this project as a total of 7.24 acres will be included within a permanent conservation area. Preservation of Buffers: Preservation of buffers will not be applied to the greatest extent possible and the NYSDEC Wetland adjacent area has been included within the undisturbed area. Reduction of Clearing and Grading: Clearing shall be limited to only what is necessary for the construction of the buildings,parking lots and required stormwater management features. A limit of disturbance will be established based on the maximum disturbance zone for all development activities that considers equipment needs and construction techniques. Locating Development in Less Sensitive Areas: Sensitive resource areas on the parcel are limited to mature forest areas.No critical habitats have been identified on the site. Careful attention has been made to design the project to disturb the least amount of sensitive natural resources as possible. Clearing will be limited to the areas only needed to construct the project. These planning techniques strive to create the least impact to sensitive natural resources and aid in preserving the natural hydrology of the site. Open Space Design: Clustering, conservation design or open space design is not applicable to this project due to the scale of this project. However, by implementing other planning techniques to preserve natural features,several of the benefits of this approach have already been achieved.These include reducing overall limits of disturbance to preserve forested land. Additionally, open space areas for passive, active and buffering purposes have implemented into the parcel to the greatest extent possible. Page 12 of 34 Soil Restoration: Soil restoration will be completed in areas that require extensive grading and will be performed during the construction phase of the project. According to the New York State Stormwater Design Manual,soil restoration is a required practice applied across areas of a development site where soils have been disturbed and will be vegetated in order to recover the original properties and porosity of the soil. Soil restoration is applied in the cleanup, restoration, and landscaping phase of construction followed by the permanent establishment of an appropriate, deep-rooted groundcover to help maintain the restored soil structure.A simple maintenance agreement will be included identifying where this technique has been applied and will be conserved and who is responsible. Soil restoration includes mechanical decompaction,compost amendment or both.The following table(from the New York State Stormwater Design Manual)describes various soil disturbance activities related to land development, soil types and the requirements for soil restoration for each activity. _ Soil Restoration Requirements Type of Soil Disturbance I Soil Restoration Requirement Comments/Examples q � No Soil Disturbance Restoration not_permitted Preservation of natural features Minimal soil disturbance _ Restoration not required Clearing and Grubbing Areas where anyongoing topsoil is HSG A&B HSG C&D* * I Protect area from p g g stripped only—no change in Apply 6 inches Aerate*arid apply construction activities grade I of topsoil , 16"of topsoil — Areas of cut or fill HSG A&B HSG C&D Aerate*and Apply full soil apply 6"of restoration** topsoil — a Heavy traffic areas on site Apply Full Soil Restoration (especially in a zone 5-25 (decompaction and compost feet around buildings but enhancement) not within a 5 foot perimeter around foundation walls. Areas where Runoff Restoration not required, but may be Keep construction equipment Reduction and/or infiltration applied to enhance the reduction from crossing these areas. To practices are applied specified for appropriate practices protect newly installed practice from any ongoing construction ' activities construct a single phase operation fence area Redevelopment projects Soil restoration is required on redevelopment projects in areas where existing impervious area will be converted to pervious area. *Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil, a roller with many spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** "Please see Deep Ripping and De-compaction, DEC 2008"which is found in Appendix M. *** This project is situated on D type soils (HSG=hydrologic soil group) Soil restoration will help return the soil to its original state prior to development. This planning technique will increase rainwater absorption therefore increasing temporary water storage in the soil, filtering out water pollutants, reducing stormwater runoff through infiltration and evapotranspiration and promoting healthy plant growth with a reduced need for irrigation, pesticides and fertilizers. Page 13 of 34 Reduction of Impervious Cover The next step is to reduce the impacts of the development by reducing the impervious cover. This strategy involves reducing roadways, sidewalks, driveways, cul-de-sacs, building footprints and parking areas. Impervious surfaces can significantly disrupt the natural rhythm of the hydrologic cycle. Since they do not allow stormwater to percolate into the soil, infiltration, evapotranspiration and groundwater recharge is decreased. These surfaces also increase the rate at which runoff and associated pollutants are conveyed to the nearest water body, which can compromise water quality and may result in a higher frequency of flooding and accelerated stream erosion.The following planning practices to reduce impervious cover have been considered and where possible, applied to the proposed development. Roadway Reduction: The project does not include the construction of roadway. Sidewalk Reduction: Sidewalks for this project have been reduced to the minimum extent possible allowed by the American with Disabilities Act and the City of Saratoga Springs. Driveway Reduction: This planning practice was not applicable as no driveways have been proposed for this project. Building Reduction: This practice of reducing the building footprint was utilized to reduce the area of the buildings to the maximum extent possible while still making the project feasible. Parking Reduction:This planning practice was not applicable as the parking requirements for the proposed use have been outlined by the City of Saratoga Springs Zoning Code. By protecting natural resources and utilizing the hydrology of the site, every attempt has been made to preserve the natural conditions of the site, minimize runoff and maintain the preconstruction hydrology. Careful consideration has been made to preserve undisturbed areas and buffers,reduce clearing and grading, locate development in less sensitive areas, and restore soils. The proposed project has minimal impervious area for a project of this size. Impervious areas are limited to building and access roads.All reasonable opportunities for preserving natural conditions of the site have been employed by the project to preserve the natural conditions of the site to minimize the runoff and maintain the pre-construction hydrology. 5.2 DETERMINE THE WATER QUALITY VOLUME AND MINIMUM REDUCTION VOLUME The total parcel area is approximately 8.42-acres and the total developed area is approximately 9.06 acres of which, 0.81 acres will be impervious development. Following a review of existing topography and site conditions, one drainage area and one distinct design point has been defined for the subject site and the stormwater management analysis. The drainage area has been evaluated as approximately 16.87-acres. As a result, the total developed area of 9.06-acres has been utilized for the calculation of the water quality volume. A detailed description of the design point can be found in section 6.1 & 6.2 of this report. The water quality volume(WQv)and Minimum Reduction Volume for the design point ahs been calculated as follows.. Water Quality Volume: WQv=PxRyxA 12 Page 14 of 34 Rv = 0.05 +0.009(I); I =percent impervious P (inch) = 90% Rainfall Event A =Site Area WQv = l .15 x 4.31 x 9.06= 0.113ac-ft 12 The Water Quality Volume for the project is 0.113 ac -ft or 4,934 cf of stormwater. Minimum RRv required: RRv = (P X Rv x S x A(Total New Impervious Area) )/12 Where: P = 90% rainfall event (inches) Rv = 0.05+0.09(I) where I is 100% impervious S = 0.20 (weighted average of all soils) A = 0.81 acres Minimum RRv required = 1.1.1 .95 x 0.20 x 0 - 1 ) =0.015 ac -ft 12 Minimum RRv required = 0.015 acre-feet 5.3 RUNOFF REDUCTION BY APPLYING GREEN INFRASTRUCTURE TECHNIQUES AND STANDARD SMPS WITH RRV CAPACITY The Runoff Reduction Volume (RRv) results in a reduction of the total WQv through implementation of green infrastructure techniques. Runoff reduction shall be achieved by infiltration, groundwater recharge, reuse, recycle, evaporation/transpiration of 100 percent of the post development water quality volumes to replicate pre -development hydrology by maintaining pre -construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow by using runoff control techniques to provide treatment in a distributed manner before runoff reaches the collection system. Green infrastructure techniques shall be employed to reduce the required WQv. Green infrastructure techniques are grouped into two categories. They include: • Practices resulting in a reduction of contributing area, and • Practices resulting in a reduction of contributing volume All of the green infrastructure planning and design options have been evaluated to determine the feasibility of the runoff reduction option for use on the project site. If the option is not feasible for the project site, a description has been provided indicating why the green infrastructure option was not feasible. Implementation of green infrastructure cannot be considered infeasible unless physical constraints, hydraulic conditions, soil testing, existing and proposed slopes (detailed contour), or other existing technical limitations are objectively documented. The following chart (from the NYSDEC design manual) outlines the green infrastructure techniques that are acceptable for runoff reduction that must be evaluated for feasibility for the project. Page 15 of 34 CF're I u h-astj•uet u re Tv ups Accell. lc for Runoff Rcdcti n Group i Practice I Description Runoff Reduction Techniques Conservation of Retain the pre -development hydrologic and water quality natural areas characteristics of undisturbed natural areas, stream and wetland buffers by restoring and/or permanently conserving these areas on a site. Sheetflow to riparian buffers or filter strips Vegetated open swale Tree planting/tree box Disconnection of rooftop runoff Stream daylighting for redevelopment projects Rain Garden Green roof Stormwater planter Rain tank 1 Cistern Porous Pavement Undisturbed natural areas such as forested conservation areas and stream buffers or vegetated filter strips and riparian buffers can be used to treat and control stormwater runoff from some areas of a development project. The natural drainage paths, or properly designed vegetated channels, can be used instead of constructing underground storm sewers or concrete open channels to increase time of concentration, reduce the peak discharge, and provide infiltration Plant or conserve trees to reduce stormwater runoff, increase nutrient uptake, and provide bank stabilization. Trees can be used for applications such as landscaping, stormwater management practice areas, conservation areas and erosion and sediment control. Direct runoff from residential rooftop areas and upland overland runoff flow to designated pervious areas to reduce runoff volumes and rates. Stream daylight previously culverted 1 piped streams to restore natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration, and help reduce pollutant loads. Manage and treat small volumes of stormwater runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. Capture runoff by a layer of vegetation and soil installed atop a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotransporation processes to reduce volume and discharge rate of runoff entering conveyance system. Small landscaped stormwater treatment devices that can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve water quality Capture and store stormwater runoff to be used for irrigation systems or filtered and reused for non -contact activities Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface, thereby reducing stormwater runoff from a site and providing some_pollutant uptake in the underlying soils. Runoff Reduction Technique Evaluation The runoff reduction techniques offered in the NYSDEC Stormwater Design Manual have been reviewed to determine the suitability of the site for use. The feasible runoff reduction practices are shown in the project plans. Additionally, a summary of the individual runoff reduction and total runoff reduction volume and the impact it will have on the total WQv is included after the description and evaluation of each practice. Page 16 of 34 Conservation of Natural Areas: Conservation of Natural Areas have been proposed for this project with an area totaling 7.24 acres located north of the proposed development encompassing a majority of the project site. This area includes the exiting wetland and the wetland adjacent area throughout most of the project site. The conservation of natural areas will be outlined with construction fencing to prevent disturbance within this area prior to the construction and development of the project site. Post -construction, the conservation area will be maintained as a wooded/brush area and development within this area will be prohibited. Sheet Flow to Riparian Buffers or Filter Strips: This green infrastructure practice helps treat and control stormwater runoff from developed areas. Providing sheet flow to filter strips will promote groundwater recharge, reduce pollutant loading, increase infiltration and help to maintain pre- and post -hydrologic conditions. Filter strips have not been proposed as the proposed project does not allow for the required minimum filter strip width. Vegetated Swale: According to the New York State Stormwater Design Manual, a vegetative swale is a maintained, turf lined swale specifically designed to convey stormwater at a low velocity, promoting natural treatment and infiltration. Where drainage area, topography, soils, slope and safety issues permit, vegetated swales can be used in the street right-of-way and on developed sites to convey and treat stormwater from roadways and other impervious surfaces. Vegetative swales have not been proposed as other green infrastructure practices have been utilized. Tree Planting I Tree Pit: A combination of new tree planting and conservation of existing trees shall be utilized by the project. This practice helps to reduce stormwater runoff through rainfall interception and evapotranspiration. other benefits include providing wildlife habitat, promoting shade, creating natural buffers, increasing nutrient uptake, and aiding infiltration. Tree Plantings have been proposed and included within the green infrastructure calculations. Disconnection of Rooftop Runoff: Disconnection of Rooftop Runoff will not be proposed for this project as rooftop runoff will be treated by other green infrastructure and traditional stormwater management techniques. Stream Daylighting: The stream daylighting technique is typically used for retrofit or redevelopment projects and therefore is not applicable to this project. Rain Gardens: According to the New York State Stormwater Design Manual, the rain garden is a stormwater management practice intended to manage and treat small volumes of stormwater runoff from impervious surfaces using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. This practice is most commonly used in residential land use settings and is appropriate for townhomes and single family homes. Rain gardens have not been proposed for this project due to the commercial nature of the project. Green Roofs: Green roofs are not considered to be feasible for the project based upon structural requirements that would be imposed upon the proposed building and due to safety concerns for the future owners /tenants. Also extreme weather and potential heavy snow loads during winter months make this practice undesirable. Stormwater Planters: According to the New York State Stormwater Design Manual, stormwater planters, much like rain gardens, use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve stormwater quality. Stormwater planters are not feasible for the project due to the number of planters that would be required to treat the roofs of the proposed commercial buildings. Page 17 of 34 Pain Barrels and Cisterns: Rain barrels and cisterns are not feasible for the project due to the number and size of the cisterns that would be required to treat the proposed buildings roof. Porous Pavement.- According to the New York State Stormwater Design Manual, porous pavement provides an alternative to conventional paved surfaces. It is designed to infiltrate rainfall directly through the surface, thereby reducing stormwater runoff. In addition, porous pavement provides some pollutant uptake in the underlying soils thus improving the water quality. Porous pavement has not been proposed for this project as other green infrastructure practices are being utilized. Bio -retention infiltration: According to the New York State Stormwater Design Manual, bio -retention is a stormwater management practice intended to manage and treat stormwater runoff from impervious surfaces using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. This practice is most commonly used in residential and commercial land use settings and is appropriate for townhomes, parking lots and commercial buildings. A Bio -retention area has not been proposed for this project as other green infrastructure practices are being utilized. The required WQv that shall be treated for the project is calculated in Section 5.2 and is approximately 0. 113 ac -ft or 4,934 cf of stormwater for the project. The required minimum runoff reduction requirements have been calculated in Section 5.2 and is approximately 0.015 ac -ft. The proposed runoff reduction volumes utilizing green infrastructure techniques have been calculated and are shown in Appendix D at the end of this report. A summary of the calculation results are as follows: The original WQv= 0.113 ac -ft The minimum required RRv = 0.015 ac -ft Area Reduction Practices Conservation of natural areas= 7.24 ac Riparian buffers /filter strips = 0.00 ac Tree Planting/tree preservation= 0.06 ac Total Area Reduction= 00.00 ac Runoff Reduction volume= 0.039 ac -ft R oflop DisconnectIO11 Runoff Reduction volume= 0.00 ac -ft Volume Reduction Practices Porous Pavement= 0.00 ac Runoff Reduction volume= 0.0.00 ac -ft Source Control Treatment Practices Standard Practices Infiltration N/A Green Infrastructure Practices Vegetated Swales N/A Green Roof N/A Rain Garden N/A Stormwater Planters N/A Page 18 of 34 Cisterns/Rain Barrels NIA B ioretention Infiltration NIA Infiltration Trenches N/A Total Runoff Reduction Volume 0.039 ac -ft Total WQv Treated and Reduced 0.039 ac -ft Total WQv to be Treated by Standard Practices 0.074 ac -ft The total runoff reduction volume of 0.039 ac -ft for the project site is less than the water quality volume 0.113 ac -ft; however, is greater than the minimum required runoff reduction of 0.015 ac -ft. Approximately 34.5% of the water quality volume is treated by the runoff reduction requirements and green infrastructure practices. The remaining 0.074 ac -ft of the water quality volume is to be treated by stormwater management basins. 5.4 STANDARD STORMWATER MANAGEMENT PRACTICES TO TREAT WATER QUALITY VOLUME NOT ADDRESSED BY GREEN INFRASTRUCTURE TECHNIQUES All of the green infrastructure practices have been evaluated and included in the design where possible. The remaining water quality treatment volume is provided by two stormwater management basins that have been included in the design of the project. This will satisfy the additional WQv requirement that cannot be met by applying the green infrastructure techniques and standard SMPs with RRv capacity. The RRv requirement has been satisfied and the SWPPP complies with the required sizing criteria. A description of the stormwater management basin is included in Section 6.3. 6.0 HYDROLOGIC AND HYDRAULIC ANALYSIS The amount of stormwater runoff generated from the subject parcels 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 stormwater discharge, the 1- year, 10 -year, 25 -year and loo -year storm events were considered for the design of the stormwater management plan. 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 HydroCAD computer program. HydroCAD, developed by Applied Microcomputer Systems of Chocorua, New Hampshire, is aComputer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD is used to calculate peak runoff flows and to create hydrographs for the four storms evaluated for both pre -development and post development conditions. 6.1 EXISTING PRE -DEVELOPMENT CONDITIONS Following a review of existing topography and site conditions, one (1) subcatchment and one (1) design point was defined for the subject site and the stormwater management analysis. The total developed area includes approximately 9.06 acres. An additional 7.81 acres of offsite contributing area has been included in this analysis for a total area of approximately 16.87 acres. Design Point 1 is located at the inlet of an existing culvert pipe extending under Station Lane. The entrance to the culvert pipe is located within a roadside ditch along the northern side of Station Lane. The drainage Page 19 of 34 to design point 2 encompasses the entire 16.87 acres and includes woods, impervious roadways and roofs, and small areas of grass yards for the existing residences to the north of the project site and contributing areas from Station Lane. Stormwater originating from Subcatchment 1 flows overland to the south and east where it discharges to design point 1. 6.2 PROPOSED POST -DEVELOPMENT WATERSHED CONDITIONS Under proposed conditions, the design point remains in the same general location. Due to the proposed development the site has been divided into multiple subcatchments to most accurately depict the developed conditions. The post -development stormwater analysis includes the identified subcatchments. Subcatchment (1A) encompasses approximately 15.46 acres located within the northern and eastern portions of the project area and includes existing impervious roadway, sidewalks, existing roofs, woods, and grass yards of the existing residences to the north of the project site. Stormwater originating from Subcatchment lA will flow overland to the existing design point and culvert pipe extending under Station Lane. Subcatchment (1B) encompasses approximately 0.47 acres located within the south western portion of the project area and includes grassed areas, roofs, sidewalks, and the impervious parking area and access drive. Stormwater originating from Subcatchment 1 B will flow overland to catch basins where it is then conveyed toward Subsurface Stormwater Management System #1. The stormwater management system will then treat and slowly discharge the stormwater to design point 1 via an outlet control device. An emergency overflow weir will discharge extreme storm events to design point 1. Subcatchment (IC) encompasses approximately 0.94 acres located in the southern central portion of the project area and includes existing impervious roadway and sidewalks, new impervious parallel parking stalls and sidewalks, roofs, and grassed areas. Stormwater originating from Subcatchment IC will flow overland to catch basin where it is then conveyed toward Subsurface Stormwater Management System #2. The stormwater management system will then treat and slowly discharge the stormwater to design point 1 via an outlet control device. An emergency overflow orifice will discharge extreme storm events to design point 1. The pre -development and post -development peak discharge rates at Design Points 1, 2 and 3 for the 1, 10, 25, and loo -year storms rior to mitigation are as follows: PRE -DEVELOPMENT DESIGN POINT 1 POST -DEVELOPMENT 1 -YR 10 -YR cfs CA 13.42 33.75 ds Cfs 25 -YR 100 -YR ds C f 46.07 71.24 cfs cfs DESIGN POINT 1 _ 1 15.39 36.68 � 49.50 �_ 75.73 These post development volume and discharge values represent the post development condition without any designed stormwater management areas in relation to existing conditions. The post -development stormwater discharge must be mitigated. 6.3 PROPOSED WATER QUANTITY AND QUALITY CONTROLS The post development runoff rates for the developed site are higher than the pre -development rates; therefore mitigation is required to properly regulate post development runoff. The area that the post - Page 20 of 34 development hydrograph exceeds the pre -development hydrograph equals the volume of water that needs to be mitigated by implementing stormwater management basins. The proposed stormwater management system for the site has been designed with provisions to store treat and release the water quality 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 systems have been included with the proposed development considering various site constraints and the City of Saratoga Springs regulations. Stormwater Management System 1 (Subsurface Detention System) Stormwater management system 1 is located in the southwestern portion of the site under the proposed parking area. The system collects and treats the stormwater from approximately 0.47 acres of the developed portions of the site. The system will discharge to Design Point 1. The practice that will be utilized includes a CDS Unit for pretreatment as well as a Jellyfish Stormwater Filter by ContechO to treat the stormwater runoff for quality due to the existing site constraints and flat topography on the site. The water quality volume (WQv) is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The water quality volume is directly related to the amount of impervious cover created at a site. The water quality volume is 0.039 ac -ft for System 1. The water quality volume that will be treated by the Jellyfish system is therefore 1,699 c£ Additional treatment is provided by the CDS Unit. CDS Unit sizing can be found in appendix D of this report. The JellyfishO in conjunction with the CDS Unit and subsurface storage system will provide the required water quality treatment for the proposed development. During flow conditions, influent water enters the system though the CDS Unit. The flow is then directed from the CDS Unit to the subsurface detention system. The flow will then be directed from the subsurface detention system through a 2.5" orifice to the Jellyfish and outlet control structure. During low flow conditions (up to an including the 1 -year storm event) stormwater will drain from the subsurface system through the Jellyfish filter where it is to be treated. The stream channel protection volume requirements are designed to protect stream channels from erosion. In New York State this goal is accomplished by providing 24-hour extended detention for the one-year, 24- hour storm event. The stream channel protection volume is 0.046 ac -ft for the system. For this system, the entire CPv will drain through the filter system through a 2.5" orifice. The orifice will slowly discharge the CPv at an average rate of 0.09 cfs. Therefore, the CPv will drain from the system in approximately 6 hours (0.046 ac -ft x 43,560 sflac = 2,004 cf; 0.09 cfs = 324 cflhr; 2,0041324 = 6.2 hours). The primary purpose of the overbank flood control sizing is to prevent an increase in the frequency and magnitude of out -of -bank flooding generated by urban development. Dverbank control requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate to pre -development rates. The overbank flood control volume is 0.02 ac -ft for the subsurface system. The system is designed to store in excess of the overbank flood volume. The intent of the extreme flood criterion is to prevent increased risk of flood damage from large storm events, maintain the boundaries of the pre -development 100 -year floodplain and protect the physical integrity of stormwater management practices. Extreme flood protection requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate to pre -development rates. The extreme flood protection volume is 0.02 ac -ft for the subsurface system. The system is designed to meet the required extreme flood criterion. Page 21 of 34 A rating table (stage/storage/discharge) was then developed for the proposed subsurface system based on the geometry of the system, outlet structure, 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. The proposed outlet structure for the subsurface system has been designed to include a 2.5" low flow orifice and a 1.0' weir. A detail of the outlet structure has been included with the site plans. Stormwater System 1: Peak Inflows Q1=1.40cfs Quo = 2.38 cfs Q25 = 2.93 cfs Qioo = 4.02 cfs Structure Peak Discharge Ql = 0.15 cfs Qio = 0.94 cfs Qzs = 1.63 cfs Qioo = 2.84 cfs High water Elevation Freeboard 323.72' 2.27' 324.28' 1.71' 324.51' 1.48' 324.88' 1.11' -Chamber Bottom = 322.99', 2.5" low flow orifice elevation (filter) = 322.99', 1.0' weir elevation = 323.88', Top of Chamber = 325.49', Lowest Catch Basin Rim = 327.49' Included within Appendix C of this report is a HydroCAD analysis of the proposed Stormwater Management System 1. within the analysis for the subsurface detention system, the primary outlet is modeled as a 2.5" orifice (culvert) with an invert of 322.49'. This invert is also the invert of the bottom of the stone for the proposed system. The invert of the 2.5" inlet into the Jellyfish filter is 322.99' and the minimum elevation distance from inlet to outlet within the Jellyfish is 0.5'. Therefore, the outlet of the Jellyfish was modeled in HydroCAD as the primary outlet from the system with the invert 322.49'. Stormwater Management System 2 (Subsurface Detention System) Stormwater management system 2 is located in the southern central portion of the site under the proposed civic space area and behind the 6 -unit apartment building. The system collects and treats the stormwater from approximately 0.94 acres of the developed portions of the site. The system will discharge to Design Point 1. The practice that will be utilized includes 3 deep -sump catch basins for pretreatment as well as a Jellyfish Stormwater Filter by Contechg to treat the stormwater runoff for quality due to the existing site constraints and flat topography on the site. The water quality volume (WQv) is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The water quality volume is directly related to the amount of impervious cover created at a site. The water quality volume is 0.068 ac -ft for System 2. The water quality volume that will be treated by the Jellyfish system is therefore 2,962 c£ Additional treatment is provided by deep sump catch basins. Deep -sump catch basin sizing and required number calculations can be found in appendix D of this report. The Jellyfish8 in conjunction with the deep sump catch basins and subsurface storage system will provide the required water quality treatment for the proposed development. The deep -sump catch basins as noted on the site plans shall have a minimum sump of 4.0' and shall be owned and maintained by the City of Saratoga Springs due to their location within the roadway. The Jellyfish filter and outlet control structure are located within the City of Saratoga Springs right-of-way however are located within the grass strip between the proposed sidewalks and the 6 -unit apartment building. These structures shall be owned and maintained by the project developer as part of this Stormwater Pollution Prevention Plan. Operation and Maintenance procedures for the Jellyfish are located within Appendix H of this report. During flow conditions, influent water enters the system through a series of catch basins. The flow is then directed from the catch basins to the subsurface detention system. The flow will then be directed from the subsurface detention through the deep sump catch basins and a 4.0" orifice to the Jellyfish and outlet control structure. During low flow conditions (up to an including the 1 -year storm event) stormwater will drain Page 22 of 34 from the subsurface system through the Jellyfish filter where it is to be treated. The stream channel protection volume requirements are designed to protect stream channels from erosion. In New York State this goal is accomplished by providing 24-hour extended detention for the one-year, 24-- hour storm event. The stream channel protection volume is 0.151 ac -ft for the system. For this system, the entire CPv will drain through the filter system through a 4.0" orifice. The orifice will slowly discharge the CPv at an average rate of 0.09 cfs. Therefore, the CPv will drain from the system in approximately 20 hours (0.151 ac -ft x 43,560 sflac = 6,578 cf; 0.09 cfs = 324 cflhr; 6,5781324 = 20.3 hours). The primary purpose of the overbank flood control sizing is to prevent an increase in the frequency and magnitude of out -of -bank flooding generated by urban development. Qverbank control requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate to pre -development rates. The overbank flood control volume is 0.04 ac -ft for the subsurface system. The system is designed to store in excess of the overbank flood volume. The intent of the extreme flood criterion is to prevent increased risk of flood damage from large storm events, maintain the boundaries of the pre -development 100 -year floodplain and protect the physical integrity of stormwater management practices. Extreme flood protection requires storage to attenuate the post -development I00 -year, 24-hour peak discharge rate to pre -development rates. The extreme flood protection volume is 0.06 ac -ft for the subsurface system. The system is designed to meet the required extreme flood criterion. A rating table (stage/storage/discharge) was then developed for the proposed subsurface system based on the geometry of the system, outlet structure, 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. The proposed outlet structure for the subsurface system has been designed to include a 4.0" low flow orifice and a 13.0" diameter overflow orifice. A detail of the outlet structure has been included with the site plans. Stormwater System 2: Peak Inflows Q, = 2.61 cfs Qjo = 4.63 cfs Qzs = 5.74 cfs Qloo = 7.94 cfs Structure Peak Discharge Ql = 0.22 cfs Quo= 131 cfs Qts = 2.21 cfs Qioo = 4.58 cfs High Water Elevation Freeboard 321.75' 1.36' 322.23' 0.8 8' 322.45' 0.66' 323,14' 0.001* -Stormtank Bottom = 32 1.11 % 4" low flow orifice elevation (filter) = 321.02', 13.0." orifice = 321.74', Top Stormtank = 322.61', Top Stone = 323.11', Lowest Catch Basin Rim = 323.66' *Peak elevation of 100 -year design storm = 323.14' < 323.66' (Lowest catch basin rim) - Freeboard = 0.52' The proposed stormwater flows will not adversely affect the downstream receiving waters. A comparison of pre -and post -development discharge after installation of mitigation is shown below: Page 23 of 34 1 -YR 10 -YR 25 -YR 100 -YR PRE -DEVELOPMENT cfs ri's 13.42 33.75 cfs cfs cfs cf'a DESIGN POINT 1 46.07 71.24 POST -DEVELOPMENT cfs cfs DESIGN POINT 1 (lA) 11.38 29.67 40.83 f 63.77 DESIGN POINT 1 (1B) 0.15 0.94 0.22 1.31 1.63 2.84 DESIGN POINT 1 (1C) 2.21 4.58 Page 23 of 34 44.67 71.19 TOTAL TO DESIGN POINT 1 1 11.75 31.92 f Post development peak stormwater discharge is less than or equal to pre -development peak stormwater discharge for all storm events analyzed. The stormwater management basins have been sized to provide sufficient capacity to treat up to the 100 -year storm event. Emergency overflows have been designed to release storms greater than the loo -year storm. The excess stormwater from these extremely rare events wi 11 flow through the overflow and overland to the adjacent wetlands. 7.0 PERMANENT STORMWATER MANAGEMENT SYSTEM FEATURES This section describes the permanent features of the Stormwater Management System for proposed development, including storm sewer piping and stormwater basins. In all instances, the structures associated with the stormwater management system have been sized to accommodate peak flows from the 10 -year design storm event. See the Construction Plans for the location, size, quantity and details of the permanent stormwater management features. 7.1 CONVEYANCE PIPING Storm runoff from developed areas will be conveyed to the stormwater basin by means of storm sewers. In general, piping is designed such that: • All conveyance piping is sized to accommodate the peak flow from the 10 -year 24-hour design storm; • Flow capacity is sufficient to convey runoff to the receiving basin or ditch without overflowing the ditch or drop inlet at the entrance of the culvert; • All storm drainage pipes are designed such that the projected velocities from the design storm are greater than three feet per second, and • Strength is sufficient to withstand the soil cover and vehicle loads. 7.2 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 (10) storm frequency. • Peak runoff rates from the project site after development shall not exceed pre -development 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 storm frequency. • Provisions, such as overflow studies shall be made for protection against property damage and loss of life for more severe storms (100 -year storm). Page 24 of 34 8.0 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 and per the NYSDEC SPDES General Permit. 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 Plans. Selection of temporary 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. 8.1 EROSION AND SEDIMENT CONTROLS einlyol-ai- ' Stabilization Silt fences, drainage swales, check dams, 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. In 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 dams will be placed in ditches to control flow velocity and reduce sedimentation. See the Construction Plans 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 stormwater 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 Town of Clifton Park. All lawns, basins and swales will be permanently seeded and mulched and maintained as necessary to prevent over growth. 8.2 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 Page 25 of 34 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. After 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. Fuel 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 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 come into contact with stormwater 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 stormwater. Used oil and petroleum products shall be stored in approved containers until recycled or disposed of at an approved disposal facility. Temporary FacififieN 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. Dint Con.trnl. 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. .,`nl. irk Wavtp No solid materials, including building materials, are allowed to be discharged from the site with storm water. All solid waste, including disposable materials incidental to the major construction activities, must Page 26 of 34 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 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 stormwater management basins. All stormwater shall be stored and treated within the basin before it is released to downstream water bodies. Prior to release the stormwater will be retained in the stormwater management area and during the retention time the stormwater 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 waterbodies. 8.3 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 surface and groundwater supplies. The following Best Management Practices (BMP) shall be observed to maintain responsible environmental practices on the construction site. Good H use ee ire 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 Stormwater 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 Page 27 of 34 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 stormwater. 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. W Prevention acid Re.ypoyise 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 mops 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 (NYSDEC) Spill Response Team shall be called to investigate the spill and determine if additional actions should be taken to ensure the safety of personnel and nearby residents. Should any employee have a suspected injury, a local emergency squad must be contacted immediately. 9.0 CONSTRUCTION SEQUENCE SCHEDULING A phased construction sequence schedule of the project will limit the acreage of exposed soils at any given time to less than five (5) acres. Limiting the exposed soils will reduce the amount of sediments in runoff water and ultimately preserve the quality of surface waters. 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. Page 28 of 34 For more details pertaining to construction sequence, please refer to the "NYSDEC Instruction Manual for Stormwater Construction Permit" pages 23-26. Phasing of activities is as follows - Pre -Construction Activities • Identify all natural resources and mark and protect them as necessary i.e trees, vegetation, wetlands. • 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. During Constr e bion Activities • Install principal sediment basin as shown on the project plans. + 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. • Earth disturbance should be limited to S acres without prior approval from the NYSDEC. • All topsoil stockpiles should be staged in an area away from surface waters 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. • At any location where surface run-off from disturbed or graded areas may flow off-site, sedimentation control measures must be installed to prevent sedimentation from being transported. • Regular inspections and maintenance should be performed as described in the following section. ■ The infiltration trenches shall not be utilized as sediment control devices during site construction and shall not be constructed until all of the contributing drainage area has been completely stabilized. Post -Construction Activities • Identify the permanent structural or non-structural practices that will remain on the site. • Provide an Operation &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 10.0 of this report. 10.0 IMPLEMENTING THE SWPPP 10.1 EMPLOYEE TRAINING All employees on-site shall be aware of the stipulations outlined in this S`]VPPP 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 Page 29 of 34 qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness, all post -construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. For sites where disturbances are greater than five acres, regular inspection of construction activities by the qualified professional are required every 3 days to ensure deficiencies regarding erosion and sedimentation are reported and corrected. It is the responsibility of the Contractor to continuously monitor construction activities to ensure the measures outlined in this report are being implemented. Areas which have not been fully stabilized, areas used for materials storage and all structural control measures must be inspected once every seven calendar days to monitor erosion and assess the risk of sedimentation. The Owner or Contractor shall be responsible for monitoring precipitation amounts. Precipitation must be obtained from a reliable meteorological data source, or a rain gauge can be installed on site. If a rain gauge is installed, it should be monitored after each storm event. Each year, a thorough site evaluation shall be performed to determine the continued applicability of the permit, and assess the need to make any changes that have not already been reflected in this SWPPP. The SWPPP shall be reviewed to evaluate its overall effectiveness in preventing sediment laden stormwater runoff. Temporary and permanent stabilization methods shall be assessed, and new methods shall be established, should any method be determined to be inadequate. A copy of the SWPPP must be maintained on site at all times in the field log book. The Owner must maintain a record of all inspection reports with the on-site SWPPP. The SWPPP and inspection reports must be maintained on-site and be made available to the permitting authority upon request. 10.3 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. 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 maximum flow. Sediment must be removed from sediment basins, infiltration basins or Page 31 of 34 traps whenever their capacity has been reduced by SO percent of their design capacity. Within the stormwater management basin, as maintenance occurs the elevation of the basin will be pumped down via a portable pump until the elevation permits maintenance to occur. Guidelines and recommendations for installation and maintenance practices can be found in the "New York Standards and Specifications Erosion and Sediment Control" handbook. 10A PROGRESS REPORTS AND SUMMARIES Progress reports shall be completed by the General Contractor and all Sub Contractors weekly to document any conditions, which may affect adherence to the construction schedule and may ultimately result in changes to the stormwater pollution prevention plan. Each progress report must contain the project, date, weather conditions and a brief description of progress made throughout the week, including the use of temporary and permanent stabilization measures on all exposed soils. The progress reports shall be filed with this SWPPP in the on-site log book. Additionally, as described in Section 1.1 of this report, the Owner's Engineer will prepare weekly inspection reports. These reports should be maintained in the on-site log book as well. 10.5 CERTIFICATION Prior to starting construction, the Owner must certify that to the best of their knowledge this SWPPP was prepared in accordance with the requirements in the NYSDEC SPDES General Permit and that it meets all federal, state and local erosion and sediment control requirements. The certifying statement is presented in Appendix A of this report. The General Contractor and all appropriate Sub Contractors are responsible for reading and understanding the SWPPP and are also required to certify the SWPPP by signing the certifying statement presented in Appendix A of this report. All inspection reports and inspection quarterly summaries are to be certified by an authorized person who has responsibility for the overall operation of the site such as a project manager or site superintendent. Certification of these documents is executed by signing the certifying statements presented at the end of the inspection reports. 10.6 NYSDEC WINTER SITE STABILIZATION/SITE INSPECTIONS FOR CONSTRUCTION SITES UNDER SPDES GENERAL PERMIT FOR STORMWATER (GP -0-15-002) The following temporary stabilization measures shall be performed when construction is occurring during winter/frozen ground conditions. The following requirements do not supersede any other requirements of this SWPPP as they apply to non -frozen ground conditions. Perimeter erosion control shall still be installed prior to earthwork disturbance as per this SWPPP. • Any areas that cannot be seeded to turf by October 1 or earlier will receive a temporary seeding. The temporary seeding will consist of winter rye seeded at the rate of 120 pounds per acre (2.5 pounds per 1,000 square feet) or stabilized as per the temporary stabilization for winter construction/frozen conditions. Page 32 of 34 ■ Any area of disturbance that will remain inactive for a period of 14 consecutive days shall be mulched. This includes any previously disturbed areas that are covered with snow. ■ Mulch shall consist of loose straw applied at the rate of 2 to 3 bales (90 to 100 pounds) per thousand square feet. ■ Mulch should be applied uniformly over the area of bare soil or bare soil that is covered with snow. For the latter condition, mulch must be applied on top of snow. ■ Using a tracked vehicle, mulch should be crimped into the bare soil/snow. The tracked vehicle should be driven across the mulched areas in at least two directions to maximize crimping of mulch into the soil/snow. ■ If mulch gets blown off an area to a significant degree, the site inspector should require that an area be re -mulched in accordance with Items 2 through 5 above, and this area will be included on the inspection checklist for the next inspection. ■ If a particular area repeatedly experiences loss of mulch due to wind, then the inspector should require that an alternative method be used to secure the mulch in place. Such alternatives may include the use of netting, tackifier or other methods deemed appropriate by the inspector. ■ During periods when snow is melting and/or surface soils are thawing during daytime hours, mulched areas shall be re -tracked (crimped) as per Item 5 above at least once every seven days, more frequently if directed by the inspector. Additional mulch may be required to obtain complete coverage of an area. Biodegradable erosion control matting may be required on steeper slopes. ■ Additional stabilization measures for non -frozen ground conditions described in this SWPPP shall be implemented at the time deemed appropriate by the inspector. During the winter season, if a site has been stabilized and soil disturbing activities have been suspended for the winter, weekly inspections can be reduced to once a month. If the soil disturbance is completely suspended and the site is properly stabilized an owner/operator may reduce the self -inspection frequency, but shall maintain a minimum of monthly inspections in all situations (even when there is total winter shutdown). To be allowed to reduce inspection frequencies, the operator must complete stabilization activities (perimeter controls, traps, barriers etc.) before proper installation is precluded by snow cover or frozen ground. If vegetation is desired, seeding, planting, and/or sodding must be scheduled to avoid die -off from fall frosts and allow for proper germination/establishment. 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. Page 33 of 34 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 management as set forth in the NYS Standards and Specifications for Erosion and Sediment Control. 6. Snow Management - Snow management must not destroy or degrade erosion and sediment control practices. Frozen ground, winter conditions and equipment can affect erosion and sediment control practices. Check for damage during monthly inspections and repair as necessary. This is especially important during thaws and prior to spring rain events. weekly inspections must resume no later than March 15 or as directed by the Department. 11.0 CONCLUSION Lansing Engineering has designed a Stormwater Management Plan for the Station Lane Apartments 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, storm sewer piping, and stormwater management systems. The stormwater management systems will function adequately and will not adversely affect adjacent or downstream properties provided it is constructed and maintained as outlined in this plan and as shown on the site plans. Page 34 of 34 Appendix A Contractor Certification Forms STORMWATER POLLUTION PREVENTION PLAN CONTRACTOR CERTIFICATION Signatory requirements as per NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activities Permit No. GP -0-15-402 Part III.A.6 V hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the quaffed inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES') general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" Project Name and/or Address Contractor Company Name Address email Phone Number Trained Contractor * Title Authorized Representative Title Authorized Representative Signature Date Please identify the specific elements of the SWPPP you will be responsible for: (Use additional sheets if required) *A Trained Contractor as defined in Appendix A of the General Permit is an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. Appendix B Site Location/Drainage Area/Drainage Pattern Maps Appendix C Pre -Development and Post -Development Run-off Calculations 1R r �Subcat'..,Reach Porgy Link Routing Diagram for EXISTING CONDITIONS Prepared by tenter your company name here), Printed 5/7/2019 HydroCAD®10.00-24 sln 10911 a 2018 HydroCAD Software Solutions LLC EXISTING CONDITIONS Prepared by {enter your company name here} Printed 5/7/2019 H droCADS 10.00-24 sln 10911 C 2018 H droCAD Software Solutions LLC Pa e 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 3.370 84 50-75% Grass cover, Fair, HSG D (1) 1.350 98 Paved parking & roofs (1) 12.150 79 Woods, Fair, HSG D ( 1 ) 16.870 82 TOTAL AREA EXISTING CONDITIONS Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 s/n 10911 O 2018 HydroCAD Software Solutions LLC Paae 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 15.520 HSG D 1 1.350 Other 1 16.870 TOTAL AREA EXISTING CONDITIONS Prepared by (enter your company name here) HydroCADS 10.00-24 sln 10911 © 2018 HydroCAD Software Solutions LLC Printed 51712019 Page 4 Ground covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 3.370 0.000 3.370 50-75% Grass cover, Fair 1 0.000 0.000 0.000 0.000 1.350 1.350 Paved parking & roofs 1 0.000 0.000 0.000 12.150 0.000 12.150 Woods, Fair 1 0.000 0.000 0.000 15.520 1.350 18.870 TOTAL AREA EXISTING CONDITIONS Type 11 24-hr l yr Rainfall=2.24" Prepared by {enter your company name here} Printed 5/7/2019 H d ro A D10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Pao e Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=18.870 ac 8.00% Impervious Runoff Depth>0.73" Flow Length=1,395' Tc=23.1 min CN=82 Runoff=13.42 cfs 1.027 of Reach 1 R: Inflow=13.42 cfs 1.027 of Outflow= 13.42 cfs 1:027 of Total Runoff Area =16.870 ac Runoff Volume =1.027 of Average Runoff Depth = 0.73" 92.00% Pervious = 15.520 ac 8.00% Impervious =1.350 ac EXISTING CONDITIONS Type// 24 -hr Tyr Rainfall=2.24" Prepared by {enter your company name here) Printed 5/7/2919 H d roCA 7:�) 10.00-24 sln 10911 0 2018 H d roCAD Software Solutions LLC P ao e 9 Summary for Subcatchment 1: Runoff = 13.42 cfs a@ 12.17 hrs, Volume= 1.927 af, Depths 9.73" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.99-29.09 hrs, dt= 9.95 hrs Type II 24 -hr 1yr Rainfall=2.24" Area(at),_CN Descri tion 1.350 98 Paved parking & roofs 3.370 84 50-75% Grass cover, Fair, HSG D 12.150 79 Woods. Fair, HSG D 16.870 82 Weighted Average 15.520 92.00% Pervious Area 1.350 8.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ft/sec(cfs) 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.51 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 15.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1, 395 Total Summary for Reach 'I R: Inflow Area = 16.870 ac, 8.00% Impervious, Inflow Depth > 0.73" for 1yr event Inflow - 13.42 cfs a@ 12.17 hrs, Volume= 1.027 of Outflow = 13.42 cfs a@ 12.17 hrs, Volume= 1.027 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 1 0yr Rainfall=3.72" Prepared by {enter your company name here} Printed 5/7/2919 HydroCADO 10.00-24 sln 10911 02018 HydroCAD Software SOILIfions LLC Paco 8 Summary for Subcatchment 1: Runoff - 33.75 cfs a@ 12.16 hrs, Volume= 2.535 af, Depths 1.80" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1Oyr Rainfall=3.72" Area (ac) CN Description 1.359 98 Paved parking & roofs 3.370 84 50-75% Grass cover, Fair, HSG D 12.150 79 Woods, Fair, HSG D 16.870 82 Weighted Average 15.520 92.00% Pervious Area 1.350 8.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) cfs 4.5 100 0.1800 0.37 Sheet Flow. 15.0 550 0.0150 0.61 3.6 745 0.0070 3.42 7 Grass: Short n= 0.150 P2= 2.61" Shallow concentrated Flow, Woodland Kv= 5.0 fps 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Tota Summary for Reach 1R: Inflow Area = 16.879 ac, 8.00% Impervious, Inflow Depth > 1.80" for 1 oyr event Inflow = 33.75 cfs a@ 12.16 hrs, Volume= 2.535 of Outflow = 33.75 cfs a@ 12.16 hrs, Volume= 2.535 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// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here} Printed 517/2019 HydroCADO 10.00-24 sln 10911 C 2018 HvdroCAD Software Solutions LLC Page 9 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=16.870 ac 8.00% Impervious Runoff Depth>2.47" Flow Length=1,395' Tc=23.1 min CN=82 Runoff=46.07 cfs 3.474 of Reach 1 R: Inflow=46.07 cfs 3.474 of Outflow=46.07 cfs 3.474 of Total Runoff Area =15.870 ac Runoff Volume = 3.474 of Average Runoff Depth = 2.47" 92.00% Pervious =15.520 ac 8.00% Impervious = 1.350 ac EXISTING CONDITIONS Type// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here} Printed 5/7/2919 HydroCADO 10.00--24 sln 10911 0 2018 HydroCAD Software Solutions LLC pave 10 Summary for Subcatchment 1: Runoff = 46.67 cfs a@ 12.16 hrs, Volume= 3.474 af, Depths 2.47" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 6.65 hrs Type 11 24 -hr 25yr Rainfall=4.55" Area (ac) CN Description 1.350 98 Paved parking & roofs 3.370 84 50-75% Grass cover, Fair, HSG D 12.150 79 Woods. Fair, HSG D 16.870 82 Weighted Average 15.520 92.00% Pervious Area 1.350 8.00% Impervious Area Tc (min)_(feet) Length Slope Velocity (ft/sec) Capacity Description (cfs) 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.6150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Reach IR: Inflow Area = 16.870 ac, 8.00% Impervious, Inflow Depth > 2.47" for 25yr event Inflow = 46.07 cfs �7a 12.16 hrs, Volume= 3.474 of Outflow - 46.07 cfs a@ 12.16 hrs, Volume= 3.474 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs EXISTING CONDITIONS Type 1124 -hr 90% Rainfall= 1. 15 " Prepared by {enter your company name here) Printed 5/7/2019 Hyd roCADO 10.00-24 sln 10911 C 2018 HydroCAD Software Solutions LLC Paoe 11 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor--Ind method Subcatchment 1: Runoff Area=15.870 ac 8.00% Impervious Runoff Depth>0.15" Flow Length=1,395' Tc=23.1 min CN=82 Runoff=2.05 cfs 0.209 of Reach 1 R: Inflow=2.06 cfs 0.209 of Outflow=2.06 cfs 0.209 of Total Runoff Area = 16.870 ac Runoff Volume = 0.209 of Average Runoff Depth = 0.15" 92.00% Pervious =15.520 ac 8.00% Impervious =1.350 ac EXISTING CONDITIONS Type 1124 -hr 90% Rainfall= 1. 15 " Prepared by {enter your company name here} Printed 5/7/2619 HudroCADO 10.00-24 sln 10911 C 2018 HWdroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 1: Runoff = 2.66 cfs a@ 12.22 hrs, Volume= 6.269 af, Depths 0.15" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 90% Rainfall=1.15" Area (ac) CN Description 1.350 98 Paved parking & roofs 3.370 84 50-75% Grass cover, Fair, HSG D 12.150 79 Woods. Fair, HSG D 16.870 82 Weighted Average 15.520 92.00% Pervious Area 1.350 8.00% Impervious Area Tc m i n(feet)(ft/ft) Length Slope Velocity (ft/sec) Capacity Description (cfs) 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow concentrated Flow, Woodland Kv = 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim = 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Reach 1R: Inflow Area = 16.870 ac, 8.00% Impervious, Inflow Depth > 0.15" for 90% event Inflow = 2.06 cfs a@ 12.22 hrs, Volume= 0.209 of Outflow = 2.06 cfs �7a 12.22 hrs, Volume= 0.209 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// 24 -hr 100yr Rainfall=6.20" Prepared by {enter your company name here) Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Page 13 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Runoff Area=16.870 ac 8.00% Impervious Runoff Depth>3.87" Flow Length=1,395' Tc=23.1 min CN=82 Runoff=71.24 cfs 5.443 of Reach 1 R: Inflow=71.24 cfs 5.443 of Outflow=71.24 cfs 5.443 of Total Runoff Area =16.870 ac Runoff Volume = 5.443 of Average Runoff Depth = 3.87" 92.00% Pervious =15.520 ac 8.00% Impervious ='1.35❑ ac EXISTING CONDITIONS Type !l 24 -hr I00yr Rainfall=6.20 " Prepared by {enter your company name here} Printed 5/7/2019 H d roCADO 10.00-24 /n 109 11 CD 2 D 18 H d roCAD Saftwa re S01 U tions LLC Pace 1 Summary for Subcatchment 1: Runoff -- 71.24 cfs a@ 12.15 hrs, Volume= 5.443 af, Depths 3.87" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs. Type 11 24 -hr 100yr Rainfall=6.20" Area (ac) CN Description 1.350 98 Paved parking & roofs 3.370 84 50-75% Grass cover, Fair, HSG D 12.150 79 Woods. Fair, HSG D 16.870 82 - Weighted Average 15.520 0.37 92.00% Pervious Area 1.350 8.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) {cfs} 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.51" 15.0 550 0.0150 0.51 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Reach IR: Inflow Area = 16.870 ac, 8.00% Impervious, Inflow Depth > 3.87" for 1 ooyr event Inflow = 71.24 cfs a@ 12.16 hrs, Volume= 5.443 of Outflow = 71.24 cfs a@ 12.16 hrs, Volume= 5.443 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs IB � Subsurface Detention .k 1C k � 16. r i�1 .Subct, F onLik n } 10A 1R Subsurface Detention PROPOSED CONDITIONS Prepared by {enter your company name here) Printed 5/7/2019 H y ro AD0 5 10-00-24 s/n 10911 0 2018 H yd roCAD Software Solutions LLC Pao Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.130 98 (1A1 1 B, 1C) 3.610 84 50-75% Grass cover, Fair, HSG D (1 A, 1 B, 1 C) 11.130 79 Woods, Fair, HSG D (1A) 16.870 82 TOTAL AREA PROPOSED CONDITIONS Prepared by {enter your company name here) Printed 5/7/2019 H drocAD) 10.00-24 s/n 10911 © 2018 HydroCAD Software Solutions LLC Pa e Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 14.740 HSG D 1 A, 1B) 1 c 2.130 Other 1 A, 1 B, 1 c 18.870 TOTAL AREA PROPOSED CONDITIONS Prepared by {enter your company name here) H droCADO 10.00-24 sln 10911 C 2018 H droCAD Software Solutions LLC Printed 5/7/2019 Paae 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 2.130 2.130 1A) 1 B, 1C 0.000 0.000 0.000 3.610 0.000 3.610 50-75% Grass cover, Fair 1 A, 1B) 1c 0.000 0.000 0.000 11.130 0.000 11.130 Woods, Fair 1A 0.000 0.000 0.000 14.740 2.130 16.870 TOTAL AREA PROPOSED CONDITIONS Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 s/n 10911 OO 2018 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node Number In -Invert (feet) Out -invert (feet) Length (feet) Slope (ft/ft) n DiamMidth (inches) Height (inches) Inside -Fill (inches) 1 1 P 322.49 322.44 9.0 0.0055 0.013 2.5 0.0 0.0 2 1 P 322.44 322.39 10.0 0.0050 0.013 15.0 0.0 0.0 3 2P 321.11 321.02 18.5 0.0049 0.013 4.0 0.0 0.0 4 2P 320.41 320.30 10.0 0.0110 0.013 12.0 0.0 0.0 PROPOSED CONDITIONS Type// 24 -hr l yr Rainfall=2.24" Prepared by {enter your company name here} Printed 51712019 HvdroCADS 10.00-24 sln 10911 Q 2018 HvdroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=9.95 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 'IA: Runoff Area=15.460 ac 6.21% Impervious Runoff Depth>0.68" Flow Length=1,395' Tc=23.1 min CN=81 Runoff=11.38 cfs 0.881 of Subcatchment 'I B: Runoff Area=0.470 ac 91.49% Impervious Runoff Depth>1.78" Tc=6.0 min CN=97 Runoff=1.40 cfs 0.070 of Subcatchment 1C: Runoff Area=0.940 ac 78.72% Impervious Runoff Depth>1.61" Tc=6.0 min C N =95 Runoff=2.61 cfs 0.126 of Reach 1 R: Inflow=11.74 cfs 1.048 of Outflow=11.74 cfs 1.048 of Pond 1P: Subsurface Detention Peak Elev=323.72' Storage=0.033 of Inflow=1.40 cfs 0.070 of Primary=0.15 cfs 0.076 of Secondary=0.00 cfs 0.000 of Outflow=0.15 cfs 0.076 of Pond 2P: Subsurface Detention Peak Elev=321.75' Storage=0.078 of inflow=2.61 cfs 0.126 of Primary=0.22 cfs 0.091 of Secondary=0.00 cfs 0.000 of Outflow=0.22 cfs 0.091 of Total Runoff Area = 16.870 ac Runoff Volume =1.076 of Average Runoff Depth = 0.77" 87.37% Pervious = 14.740 ac 12.63% Impervious = 2.130 ac PROPOSED CONDITIONS Type /12 4 -hr lyr Rainfall=2.24" Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Paoe 7 Summary for Subcatchment 1A: Runoff = 11.38 cfs a@ 12.18 hrs, Volume= 0.881 af, Depths 0.68" Runoff by SCS TR -20 method, UH=SCS, Weighted --CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 yr Rainfall=2.24" Area (ac) CN Desc;ri oti on 0.960 98 3.370 84 50-75% Grass cover, Fair, HSG D 11.130 79 Woods. Fair, HSG D 15.460 81 Weighted Average 14.500 93.79% Pervious Area 0.960 6.21 % Impervious Area Tc (min)(feet) Length Slope Velocity (ft/sec) Capacity Description (cfs) 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Subcatchment 1 B: Runoff = 1.40 cfs a@ 11.96 hrs, Volume= 0.070 af, Depths 1.78" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 yr Rainfall=2.24" Area (ac) CN Description 0.430 98 0.040 84 50-75% Grass cover, Fair.. HSG D 0.470 97 Weighted Average 0.040 8.51 %Pervious Area 0.430 91.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1 C: Runoff = 2.61 cfs @a 11.96 hrs, Volume= 0.126 af, Depths 1.61" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 yr Rainfall=2.24" PROPOSED CONDITIONS Type 11 24 -hr l yr Rainfall=2.24" Prepared by {enter your company name here) Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Paae 8 Area (ac) CN Description 0.740 98 0.200 84 50-75% Grass cover, Fair. HSG D 0.940 95 Weighted Average 0.200 21.28% Pervious Area 0.740 78.72% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet), (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 1R: Inflow Area = 16.870 ac, 12.63% Impervious, Inflow Depth > 0.75" for 1 yr event Inflow -- 11.74 cfs a@ 12.18 hrs, Volume= 1.048 of Outflow = 11.74 cfs a@ 12.18 hrs, Volume= 1.048 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Subsurface Detention Inflow Area = 0.470 ac, 91.49% Impervious, Inflow Depth > 1.78" for 1 yr event Inflow = 1.40 cfs @a 11.96 hrs, Volume= 0.070 of Outflow = 0.15 cfs a@ 12.36 hrs, Volume= 0.076 af, Atten= 90%, Lag= 23.6 min Primary - 0.15 cfs a@ 12.36 hrs, Volume= 0.076 of Secondary = 0.00 cfs a@ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 322.99' Surf.Area= 0.042 ac Storage= 0.008 of Peak Elev= 323.72'@ 12.36 hrs Surf.Area= 0.042 ac Storage= 0.033 of (0.025 of above start) Plug -Flow detention time= 113.1 min calculated for 0.068 of (97% of inflow) Center -of -Mass det. time= 46.7 min (790.2 - 743.5 ) Volume Invert Avail.Storage Storage Description #1A 322.49' 0.038 of 30.00'W x 61.22' L x 3.50'H Field A 0.148 of Overall - 0.053 of Embedded = 0.095 of x 40.0% Voids #2A 322.99' 0.053 of Lane Storm Keeper S K75 x 48 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.081 = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.301 with 0.22' Overlap 48 chambers in 6 Rows CaRStorage= +5.2 cf x 2 x 6 rows = 62.9 cf 0.091 of Total Available Storage Storage Group A created with chamber Wizard Device Routing Invert outlet Devices #1 Primary 322.49' 2.5" Round Culvert L= 9.0' Ke= 0.500 Inlet 1 outlet Invert= 322.49'/ 322.44' S= 0.00567' Cc= 0.900 n= 0.013, Flow Area= 0.03 sf PROPOSED CONDITIONS Type !! 24 -hr Tyr Rainfall=2.24" Prepared by {enter your company name here} Printed 5/712919 HydvoCADOO 10.00-24 sln 10911 @ 2018 HydroCAD Software Solutions LLC Pao e 10 Primary OutFlow Max -0.22 cfs @ 12.49 hrs HW=321.75' (Free Discharge) t--'1=Culvert (Barrel Controls 0.22 cfs @ 2.51 fps) Secondary OuTlow Max=0,00 cfs L7a 12.49 hrs HW=321.75' (Free Discharge) t-2=Culvert (Passes 0.00 cfs of 3.12 ifs potential flow) L3=0rificelGrate (Orifice Controls 4.00 cfs @ 0.25 fps) PROPOSED CONDITIONS Type II 24 -hr ?4yr Rainfall =3.72" Prepared by {enter your company name here} Printed 5/7/2019 H ydroCADO 10.00-24 sln 10911 0 2018 H yd roCAD Software Solutions LLC P aoe 11 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, U H=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor--Ind method Subcatchment 1A: Runoff Area=15.460 ac 6.21% Impervious Runoff Depth>1.73" Flow Length=1,395' Tc=23.1 min CN=81 Runoff=29.67 cfs 2.227 of Subcatchment 1 B: Runoff Area=0.470 ac 91.49% Impervious Runoff Depth>3.13" Tc=6.0 min CN=97 Runoff=2.38 cfs 0.123 of Subcatchment 1C: Runoff Area=0.940 ac 78.72% Impervious Runoff Depth>2.95" Tc=6.0 min CN=95 Runoff=4.63 cfs 0.231 of Reach 1 R: Inflow=31.71 cfs 2.545 of Outflow=31.71 cfs 2.545 of Pond IP: Subsurface Detention Peak Elev=324.28' Storage=0.051 of lnflow=2.38 cfs 0.123 of Primary=0.18 cfs 0.106 of Secondary=0.76 cfs 0.022 of Outflow=0.94 cfs 4.128 of Pond 2P: Subsurface Detention Peak Elev=322.23' Storage=0.126 of lnflow=4.63 cfs 0.231 of Primary=0.33 cfs 0.136 of Secondary=0.98 cfs 0.054 of Outflow=1.31 cfs 0.190 of Total Runoff Area = 16.870 ac Runoff Volume = 2.581 of Average Runoff Depth = 1.84" 87.37% Pervious =14.740 ac 12.63% Impervious = 2.130 ac PROPOSED CONDITIONS Type// 24 -hr 10yr Rainfall=3.72" Prepared by {enter your company name here} Printed 51712019 HydroCAM 19.09-24 sln 19911 0 2918 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment IA: Runoff = 29.67 cfs a@ 12.17 hrs, Volume= 2.227 af, Depths 1.73" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10yr Rainfall=3.72" Area (ac) CN Descri nti on 0.960 98 3.370 84 50-75% Grass cover, Fair, HSG D 11.130 79 Woods. Fair, HSG D 15.460 81 Weighted Average 14.500 93.79% Pervious Area 0.960 6.21 % Impervious Area Tc (min)(feet) Length Slope Velocity Capacity Description (cfs) 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Subcatchment '1B: Runoff -- 2.38 cfs a@ 11.96 hrs, Volume= 0.123 af, Depths 3.13" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10yr Rainfall=3.72" Area (ac) CN Description 0.430 98 0.040 84 50-75% Grass cover, Fair, HSG D 0.470 97 Weighted Average 0.040 8.51 % Pervious Area 0.430 91.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) ft/ft(ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment IC: Runoff = 4.63 cfs a@ 11.96 hrs, Volume= 0.231 af, Depths 2.95" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10yr Rainfall=3.72" PROPOSED CONDITIONS Type II 24 -hr IOyr Rainfall=3.72" Prepared by (enter your company name here) Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 Q 2018 HydroCAD Software Solutions LLC Page 13 Area (ac) CN Description 0.740 98 0.200 84 50-75% Grass cover. Fair. HSG D 0.940 95 Weighted Average 0.200 21.28% Pervious Area 0.740 78.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) ((cfs) 6.0 Direct Entry, Summary for Reach IR: Inflow Area = 16.870 ac, 12.63% Impervious, Inflow Depth > 1.81" for 10yr event Inflow = 31.71 cfs a@ 12.16 hrs, Volume= 2.545 of Outflow = 31.71 cfs a@ 12.16 hrs, Volume= 2.545 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 'I P: Subsurface Detention Inflow Area = 0.470 ac, 91.49% Impervious, Inflow Depth > 3.13" for 1 oyr event Inflow = 2.38 cfs a@ 11.96 hrs, Volume= 0.123 of Outflow - 0.94 cfs a3 12.09 hrs, Volume= 0.128 af, Atten= 61 %, Lag= 7.5 min Primary = 0.18 cfs a@ 12.09 hrs, Volume= 0.106 of Secondary = 0.76 cfs a@ 12.09 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 322.99' Surf.Area= 0.042 ac Storage= 0.008 of Peak Elev= 324.28'@ 12.09 hrs Surf.Area= 0.042 ac Storage= 0.051 of (0.043 of above start) Plug -Flow detention time= 103.7 min calculated for 0.119 of (97% of inflow) Center -of -Mass det. time= 59.0 min (794.9 - 735.9 ) Volume Invert Avail.Stora a Storage Description #1A 322.49' 0.038 of 30.00'VW x 61.22'L x 3.50'H Field A 0.148 of overall - 0.053 of Embedded = 0.095 of x 40.0% Voids #2A 322.99' 0.053 of Lane StormKeeper SK75 x 48 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.081 = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.301 with 0.22' Overlap 48 Chambers in 6 Rows Cap Storage= +5.2 cf x 2 x 6 rows = 62.9 cf 0.091 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert outlet Devices #1 Primary 322.49' 2.5" Round Culvert L= 9.0' Ke= 0.500 Inlet 1 outlet Invert= 322.49'/ 322.44' S= 0.00567' Cc= 0.900 n= 0.013, Flow Area= 0.03 sf PROPOSED CONDITIONS Type II 24 -hr IOyr Rainfall=3.72" Prepared by {enter your company name here) Printed 5/712019 HyroADCR 10.00-24 sln 10911 0 2018 HdroCAD Software Solutions LLC Faoe 14 #2 Secondary 322.44' 15.0" Round Culvert L= 10.0' Ke= 0.509 Inlet 1 Outlet Invert= 322.44'/ 322.39' S= 0.00507' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Device 2 323.88' 1.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.18 cfs @ 12.09 hrs HW=324.27' (Free Discharge) 1�--1=Culvert (Barrel Controls 0.18 cfs @ 5.26 fps) Secondary OutFlow Flax -0.75 efs @ 12.09 hrs HW=324.27' (Free Discharge) 2=Culvert Pusses 0.75 cfs of 5.96 cfs potential floe 3=Sha rp-Crested Rectangular f eir (Weir Controls 0.75 cfs a@ 2.05 tp s Summary for Pond 2P: Subsurface Detention Inflow Area = 0.940 ac, 78.72% Impervious, Inflow Depth > 2.95" for 1 oyr event Inflow -- 4.63 cfs �7a 11.96 hrs, Volume= 0.231 of Outflow - 1.31 cfs a@ 12.11 hrs, Volume= 0.190 af, Atten= 72%, Lag= 9.1 min Primary = 0.33 cfs a@ 12.11 hrs, Volume= 0.136 of Secondary = 0.98 cfs a@ 12.11 hrs, Volume= 0.054 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 322.23' a@ 12.11 hrs Surf -Area= 0.105 ac Storage= 0.126 of Plug -Flow detention time= 163.7 min calculated for 0.189 of (82% of inflow) Center -of -Mass det. time= 113.2 min (857.1 - 743.9) Volume Invert Avail.Storage Storage Description #1 321.11' 0.024 of 18.0" Round Pipe Storage L= 587.0' #2A 320.61' 0.039 of 119.00'W x 32.001 x 2.50'H Field A #2 Secondary 320.41' 0.219 of Overall - 0.121 of Embedded = 0.098 of x 40.0% Voids #3A 321.11' 0.115 of Brentwood StormTank 18" x 780 Inside #2 Inside= 18.0"W x 18.0"H => 2.15 sf x 3.001 = 6.4 cf #3 Device 2 321.74' Outside= 18.0"W x 18.0"H => 2.25 sf x 3.001 = 6.8 cf 780 Chambers in 78 Rows 0.178 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 321.11' 4.0" Round Culvert L= 18.5' Ke= 0.500 Inlet 1 Outlet Invert= 321.11'/ 321.02' S= 0.0049? Cc= 0.900 n=0.013, Flow Area= 0.09 sf #2 Secondary 320.41' 12.0" Round Culvert L=10.0' Ke= 0.500 Inlet/ Outlet Invert= 320.41'/ 320.30' S=0.0110'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 321.74' 13.0" Vert. orifice/Grate C= 0.600 PROPOSED CONDITIONS Type 1124 -hr IOyr Rainfall=3.72" Prepared by {enter your company name here) Printed 517/2019 HydroCADO 10.00-24 sln 10911 C 2018 HydroCAD Software Solutions LLC Paoe 15 Primary OutFlow Max=4.33 cfs @ 12.11 hrs HW=322.23' (Free Discharge) '�--I=Culvert (Barrel Controls 0.33 cfs @ 3.75 fps) Secondary OutFlvw Max=0.97 cfs @ 12.11 Iirs HW=322.23' (Free Discharge) "t-2=Culvert (Passes 0.97 cfs of 4.35 cfs potential flow) 4t--3=0rificelGrate (Orifice Can#rads (}.9i cfs @ 2.38 fps) PROPOSED CONDITIONS Type// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here) Printed 5/7/2019 HydroCADS 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Page 16 Time span=5.99-29.99 hrs, dt=4.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor--Ind method Subcatchment 1A: Runoff Area=15.460 ac 6.21 % Impervious Runoff Depth>2.39" Flow Length=1,395' Tc=23.1 min CN=81 Runoff=40.83 cfs 3.073 of Subcatchment 1 B: Runoff Area=0.474 ac 91.49% Impervious Runoff Depth>3.89" Tc=6.0 min C N =97 Runoff=2.93 cfs 0.152 of Subcatchment 'IC: Runoff Area=0.940 ac 78.72% Impervious Runoff Depth>3.71" Tc=6.0 min CN=95 Runoff=5.74 cfs 0.291 of Reach 1 R: I nflow=44.02 cfs 3.475 of O utf low=44.02 cfs 3.475 of Pond 1P: Subsurface Detention Peak Elev=324.51' Storage=0.058 of Inflow=2.93 cfs 0.152 of Primary=0.19 cfs 0.116 of Secondary= 1.44 cfs 0.040 of Outflow=1.63 cfs 0.156 of Pond 2P: Subsurface Detention Peak Elev=322.45' Storage=0.147 of Inflow=5.74 cfs 0.291 of Primary=0.37 cfs 0.153 of Secondary= 1 .84 cfs 0.093 of Outflow=2.21 cfs 0.246 of Total Runoff Area = 16.870 ac Runoff Volume = 3.516 of Average Runoff Depth = 2.50" 87.37% Pervious = 14.740 ac 12.63% Impervious = 2.130 ac PROPOSED CONDITIONS Type// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here) Printed 5/7/2019 HydroCADS 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Paoe 17 Summary for Subcatchment 1A: Runoff = 40.83 cfs a@ 12.16 hrs, Volume= 3.073 af, Depths 2.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 25yr Rainfall=4.55" Area (ac) CN Description 0.960 98 Slope 3.370 84 50-75% Grass cover, Fair, HSG D 11.130 79 Woods,.Fair, HSG D 15.460 81 Weighted Average 14.500 0.37 93.79% Pervious Area 0.960 6.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet ) f'ft (ft/sec cfs 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Subcatchment 1 B: Runoff = 2.93 cfs a@ 11.96 hrs, Volume= 0.152 af, Depths 3.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 25yr Rainfall=4.55" Area (ac) CN Description 0.430 98 0.040 84 50-75% Grass cover, Fair. HSG D 0.470 97 Weighted Average 0.040 8.51 % Pervious Area 0.430 91.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1C: Runoff = 5.74 cfs @a 11.96 hrs, Volume= 0.291 af, Depths 3.71" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 25yr Rainfall=4.55" PROPOSED CONDITIONS Type 1124 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here} Printed 5/7/2019 HvdroCADO 10.00-24 sln 10911 0 2018 HvdroCAD Software Solutions LLC Paae 18 Area (ac) CN Description 0.740 98 0.200 84 50-75% Grass cover, Fair, HSG D 0.940 95 Weighted Average 0.200 21.28% Pervious Area 0.740 78.72% Impervious Area Tc Length Slope Velocity Capacity Description minfeet) (ft/ft) (ft/seccfs) 6.0 Direct Entry, Summary for Reach 'I R: Inflow Area = 16.870 ac, 12.63% Impervious, Inflow Depth > 2.47" for 25yr event Inflow = 44.02 cfs a@ 12.16 hrs, Volume= 3.475 of Outflow - 44.02 cfs a@ 12.16 hrs, Volume= 3.475 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Subsurface Detention Inflow Area = 0.470 ac, 91.49% Impervious, Inflow Depth > 3.89" for 25yr event Inflow = 2.93 cfs a@ 11.96 hrs, Volume= 0.152 of Outflow = 1.63 cfs @7a 12.06 hrs, Volume= 0.156 af, Atten= 45%, Lag= 5.9 min Primary = 0.19 cfs a@ 12.06 hrs, Volume= 0.116 of Secondary = 1.44 cfs @ 12.06 hrs, Volume= 0.040 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 322.99' Surf.Area= 0.042 ac Storage= 0.008 of Peak Elev= 324.51'@ 12.06 hrs Surf.Area= 0.042 ac Storage= 0.058 of (0.050 of above start) Plug -Flow detention time= 94.5 min calculated for 0.147 of (97% of inflow) Center -of -Mass det. time= 54.5 min (788.3 - 733.8 ) Volume Invert Avail.Storage Storage Description #1A 322.49' 0.038 of 30.00'W x 61.221 x 3.50'H Field A 0.148 of Overall - 0.053 of Embedded = 0.095 of x 40.0% Voids #2A 322.99' 0.053 of Lane Storm Keeper S K75 x 48 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08' L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.301 with 0.22' Overlap 48 Chambers in 6 Rows Cap Storage= +5.2 cf x 2 x 6 rows = 62.9 cf 0.091 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.49' 2.5" Round Culvert L= 9.0' Ke= 0.500 Inlet I outlet Invert= 322.49'/ 322.44' S= 0.00567' Cc= 0.900 n= 0.013, Flow Area= 0.03 sf PROPOSED CONDITIONS Type// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Paae 19 #2 Secondary 322.44' 15.0" Round Culvert L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 322.44'/ 322.39' S= 0.0050T Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Device 2 323.88' 1.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.19 cfs @ 12.06 hrs HW=324.50' (Free Discharge) 41-6-1=Culvert (Barrel Controls 0.19 cfs @ 5.61 fps) Secondary OutFlaw Max= 1.40 cfs Gla 12.06 hrs HW=324.50' (Free Discharge) 't-2=Culvert (Passes 1.40 ifs of 6.94 cfs potential flow 1�--3-Sharp-Crested Rectangular Weir Weir Controls 1.40 cfs @ 2.58 fps) Summary for Pond 2P: Subsurface Detention Inflow Area = 0.940 ac, 78.72% Impervious, Inflow Depth > 3.71" for 25yr event Inflow - 5.74 cfs a@ 11.96 hrs, Volume= 0.291 of Outflow = 2.21 cfs a@ 12.09 hrs, Volume= 0.246 af, Atten= 62%, Lag= 7.6 min Primary = 0.37 cfs a@ 12.09 hrs, Volume= 0.153 of Secondary = 1.84 cfs a@ 12.09 hrs, Volume= 0.093 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 322.45' a@ 12.09 hrs Surf.Area= 0.100 ac Storage= 0.147 of Plug -Flow detention time= 144.7 min calculated for 0.245 of (84% of inflow) Center -of -Mass det. time= 98.2 min (838.7 - 740.5 ) Volume Invert Avail.Stora a Storage Description #1 321.11' 0.024 of 18.0" Round Pipe Storage L= 587.0' #2A 320.61' 0.039 of 11 9.00'W x 32.00'L x 2.50'H Field A #2 Secondary 324.41' 0.219 of Overall - 0.121 of Embedded = 0.098 of x 40.0% Voids #3A 321.11' 0.115 of Brentwood StormTank 18" x 780 Inside #2 Inside= 18.0"W x 18.0"H => 2.15 sf x 3.001 = 6.4 cf #3 Device 2 321.74' Outside= 18.0"VII x 18.0"H => 2.25 sf x 3.001 = 6.8 cf 780 Chambers in 78 Rows 0.178 of Total Available Storage Storage Croup A created with Chamber Wizard Device Routing Invert Cutlet Devices #1 Primary 321.11' 4.0" Round Culvert L= 18.5' Ke= 0.509 Inlet / outlet Invert= 321.11'/ 321.02' S= 0.0049T Cc= 0.994 n= 0.0137 Flow Area= 0.09 sf #2 Secondary 324.41' 12.0" Round Culvert L= 10.4' Ke= 4.500 Inlet/ Outlet Invert= 320.41'/ 320.30' S= 0.0110 '1' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #3 Device 2 321.74' 13.0" Vert. Orifice/Grate C= 4.604 PROPOSED CONDITIONS Type// 24 -hr 25yr Rainfall=4.55" Prepared by {enter your company name here} Printed 5/7/2919 HydroCADO 10.00-24 sln 10911 Q 2018 HydroCAD Software Solutions LLC Paae 20 Primary OutFlow Max=0.37 cfs @ 12.09 hrs HW=322.45' (Free Discharge) "�-1=Culvert (Barred Controls 0.37 cfs @ 4.19 fps) 5econdary OutFlow Max=1.82 cfs @X2.[79 firs HVl1=3 2.45' (Free Discharge) AL2=Culvert (Passes 1.82 cfs of 4.69 cFs potential flow) 1�--3=0rificelGrate (Jrifice Controls 1.82 cfs @ 2.86 fps) PROPOSED CONDITIONS Type// 24 -hr 90% Rainfall= 1. 15" Prepared by {enter your company name here} Printed 5!712019 HvdroCADO 10.00-24 sln 10911 Q 2018 HydroCAD Software Solutions LLC Paoe 21 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Runoff Area=15.460 ac 6.21 % Impervious Runoff Depth>0.13" Flow Length=1,395' Tc=23.1 min CN=81 Runoff=1.51 cfs 0.167 of Subcatchment 1 B: Runoff Area=0.470 ac 91.49% Impervious Runoff Depth>0.79" Tc=6.0 min CN=97 Runoff=0.65 cfs 0.031 of Subcatchment 1 C: Runoff Area=0.940 ac 78.72% Impervious Runoff Depth>0.65" Tc=6.0 min CN=95 Runoff=1.11 cfs 0.051 of Reach 'I R: Inflow=1.64 cfs 0.228 of outflow=1.64 cfs 0.228 of Pond IP: Subsurface Detention Peak Elev=323.16' Storage=0.014 of Inflow=0.65 cfs 0.031 of Primary=0.10 cfs 0.038 of Secondary=0.00 cfs 0.000 of outflow=0.10 cfs 0.038 of Pond 2P: Subsurface Detention Peak Elev=321.29' Storage=0.034 of Inflow=1.11 cfs 0.051 of Primary=0.05 cfs 0.023 of Secondary=0.00 cfs 0.000 of Outflow=0.05 cfs 0.023 of Total Runoff Area =16.870 ac Runoff Volume = 0.249 of Average Runoff Depth = 0.18" 87.37% Pervious = 14.740 ac 12.63% Impervious = 2.130 ac PROPOSED CONDITIONS Type 11 24 -hr 90% Rainfall= 1. ?5" Prepared by {enter your company name here} Printed 517/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1A: Runoff = 1.51 cfs a@ 12.23 hrs, Volume= 0.167 af, Depths 0.13" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 90% Rainfall=1.15" Area (ac) CN Description 0.960 98 3.370 84 50-75% Grass cover, Fair, HSC D 11.130 79 Woods. Fair. HSG D 15.460 81 Weighted Average 14.500 93.79% Pervious Area 0.960 6.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft./sec) {cfs} 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Subcatchment 'IB: Runoff = 0.65 cfs @ 11.97 hrs, Volume= 0.031 af, Depths 0.79" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 90% Rainfall=1.15" Area (ac) CN Description 0.430 98 0.040 84 50-75% Grass cover, Fair. HSG D 0.470 97 Weighted Average 0.040 8.51% Pervious Area 0.430 91.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1C: Runoff = 1.11 cfs a@ 11.97 hrs, Volume= 0.051 af, Depths 0.65" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 90% Rainfall=1.15" PROPOSED CONDITIONS Type Il 24 -hr 90% Rainfall= 1.15" Prepared by {enter your company name here) Printed 517/2019 HydroCADO 10.00- /n 10911 Q 2018 H droCAD Software Solutions LLC Pa e 23 Area (ac) CN Description 0.740 98 0.200 84 50-75% Grass cover, Fair,_HSG D 0.940 95 Weighted Average 0.200 21.28% Pervious Area 0.740 78.72% Impervious Area Tc Length Slope Velocity Capacity Description (irin) (feet) (ft/f1L___(ft/sec) (cfs) 6.0 Direct Entry, Summary for Reach 1 R: Inflow Area = 16.870 ac, 12.63% Impervious, Inflow Depth > 0.16" for 90% event Inflow - 1.64 cfs @ 12.23 hrs, Volume= 0.228 of Outflow - 1.64 cfs @ 12.23 hrs, Volume= 0.228 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Subsurface Detention nflow Area = 0.470 ac, 91.49% Impervious, Inflow Depth > 0.79" for 90% event Inflow = 0.65 cfs @a 11.97 hrs, Volume= 0.031 of Outflow = 0.10 cfs @a 12.20 hrs, Volume= 0.038 af, Atten= 85%, Lag= 13.8 min Primary - 0.10 cfs a@ 12.20 hrs, Volume= 0.038 of Secondary = 0.00 cfs a@ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 322.99' Surf.Area= 0.042 ac Storage= 0.008 of Peak Elev= 323.16'@ 12..20 hrs Surf.Area= 0.042 ac Storage= 0.014 of (0.006 of above start) Plug -Flow detention time= 83.8 min calculated for 0.030 of (96% of inflow) Center -of -Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail. Storage Storage Description #1A 322.49' 0.038 of 30.00'W x 61.221 x 3.54'H Field A 0.148 of Overall - 0.053 of Embedded = 0.095 of x 40.0% Voids #2A 322.99' 0.053 of Lane Storm Keeper SK75 x 48 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08' L = 46.8 cf Overall Size= 51.0"W x 30.0"H x 7.30' L with 0.22' Overl a p 48 Chambers in 6 Rows Cap Storage= +5.2 cf x 2 x 6 rows =62.9cf 0.091 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Cutlet Devices #1 Primary 322.49' 2.5" Round culvert L= 9.0' Ke= 0.500 Inlet 1 Outlet Invert= 322.49'/ 322.44' S= 0.0056T Cc= 9.900 n= 0.013, Flow Area= 0.03 sf PROPOSED CONDITIONS Type 1124 -hr 90% Rainfall= 1. 15 " Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HvdroCAD Software Solutions LLC Paoe 24 #2 Secondary 322.44' 15.0" Round Culvert L= 10.0' Ke= 0.500 Inlet 1 outlet Invert= 322.44'/ 322.39' S= 0.0050T Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Device 2 323.88' 1.0' long Sharp -Crested Rectangular Weir 2 End Contractions) Primary OutFlow Max=0.10 cfs @ 12.20 hrs HW=323.16' (Free Discharge) Ll =Culvert (Barret Controls 0.10 cfs @ 2.94 fps) Secandary, OutFlow Max=0.00 cfs @ 5.40 hrs HW=32.99' (FreeDischarge) L2=Culvert (Passes 0.00 cfs of 0.90 cfs potential flow) t -3 -=Sharp -Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 2P: Subsurface Detention Inflow Area = 0.940 ac, 78.72% Impervious, Inflow Depth > 0.65" for 90% event Inflow = 1.11 cfs ar3 11.97 hrs, Volume= 0.051 of Outflow - 0.05 cfs @7a 13.47 hrs, Volume= 0.023 af, Atten= 96%, Lag= 90.2 min Primary = 0.05 cfs a@ 13.47 hrs, Volume= 0.023 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 321.29'@ 13.47 hrs Surf.Area= 0.101 ac Storage= 0.034 of Plug -Flow detention time= 239.5 min calculated for 0.023 of (45% of inflow) Center -of -Mass det. time= 158.4 min (934.4 - 776.0 ) Volume Invert Avaii.Stora a Storage Description #1 321.11' 0.024 of 18.0" Round Pipe Storage L= 587.0' #2A 320.61' 0.039 of 119.00'111 x 32.00' L x 2.50'H Field A #2 Secondary 320.41' 0.219 of overall - 0.121 of Embedded = 0.098 of x 40.0% Voids #3A 321.11' 0.115 of Brentwood StormTan k 18" x 780 Inside #2 Inside= 18.0"W x 18.0"H => 2.15 sf x 3.001 = 6.4 cf #3 Device 2 321.74' Outside= 18.0"W x 18.0"H => 2.25 sf x 3.001 = 6.8 cf 780 Chambers in 78 Rows 0.178 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert outlet Devices #1 Primary 321.11' 4.0" Round Culvert L= 18.5' Ke= 6.500 Inlet/ Outlet Invert= 321.11'/ 321.02' S=0.0049'/' Cc= 0.900 n= 0.013, Flow Area= 0.09 sf #2 Secondary 320.41' 12.0" Round Culvert L= 10.0' Ke= 6.500 Inlet 1 Outlet Invert= 320.41'/ 320.30' S=0.0110'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 321.74' 13.0" Vert. orifice/Grate C= 0.600 PROPOSED CONDITIONS Type 1124 -hr I00yr Rainfall=6.20" Prepared by {enter your company name here} Printed 5/7/2019 H d roCAM 10.00-24 sln 19911 0 2018 In d roCAD Software SO[Ution s LLC Paae 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1A: Runoff Area=15.460 ac 6.21% Impervious Runoff Depth>3.77" Flow Length=1,395' Tc=23.1 min CN=81 Runoff=63.77 cfs 4.857 of Subcatchment 113: Runoff Area=0.470 ac 91.49% Impervious Runoff Depth>5.38" Tc=6.0 min CN=97 Runoff=4.02 cfs 9.211 of Subcatchment 1C: Runoff Area=0.940 ac 78.72% Impervious Runoff Depth>5.22" Tc=6.0 min CN=95 Runoff=7.94 cfs 0.409 of Reach 'I R: I nflow=69.04 cfs 5.422 of O utf low=69.04 cfs 5.422 of Pond 1P: Subsurface Detention Peak Elev=324.88' Storage=0.069 of Inflow=4.02 cfs 0.211 of Primary=9.21 cfs 0.132 of Secondary=2.63 cfs 0.478 of Outflow=2.84 cfs 0.21 oaf Pond 2P: Subsurface Detention Peak Elev=323.14' Storage=0.178 of I nflow=7.94 cfs 0.409 of Primary=0.47 cfs 0.182 of Secondary=4.12 cfs 0.174 of Outflow=4.58 cfs 0.356 of Total Runoff Area = 16.870 ac Runoff Volume = 5.478 of Average Runoff Depth = 3.90" 87.37% Pervious = 14.740 ac 12.63% Impervious = 2.130 ac PROPOSED CONDITIONS Type 11 24 -hr 100yr Rainfall=6.20" Prepared by {enter your company name here} Printed 5/7/2019 HvdroCADS 10.00-24 sln 10911 0 2018 HvdroCAD Soflwxe Solutions LLC Paae 27 Summary for Subcatchment 1A: Runoff -- 63.77 cfs a@ 12.16 hrs, Volume= 4.857 af, Depths 3.77" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100yr Rainfall=6.20" Area (ac) CN DescriDtion 0.960 98 3.370 84 50-75% Grass cover, Fair, HSG D 11.130 79 Woods. Fair, HSG D 15.460 81 Weighted Average 14.500 93.79% Pervious Area 0.960 6.21 % Impervious Area Tc (min)(feet) Length Slope (ft/ft) Velocity (ft/sec) Capacity Description {cfs 4.5 100 0.1800 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 2.61" 15.0 550 0.0150 0.61 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.6 745 0.0070 3.42 54.78 Channel Flow, Area= 16.0 sf Perim= 11.6' r= 1.38' n= 0.045 23.1 1,395 Total Summary for Subcatchment 1 B: Runoff = 4.02 cfs a@ 11.96 hrs, Volume= 0.211 af, Depths 5.38" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100yr Rainfall=6.20" Area (ac) CN Descriction 0.430 98 0.040 84 50-75% Grass cover. Fair. HSG D 0.470 97 Weighted Average 0.040 8.51% Pervious Area 0.430 91.49% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 1C: Runoff - 7.94 cfs a@ 11.96 hrs, Volume= 0.409 af, Depths 5.22" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 1124 -hr 100yr Rainfall=6.20" PROPOSED CONDITIONS Type// 24 -hr 700yr Rainfall=6.24" Prepared by {enter your company name here) Printed 5/7/2019 HydroCADO 10.00-24 sin 10911 0 2018 HydroCAD Software Solutions LLC Paae 28 Area ac CN Description 0.740 98 0.200 84 50-75% Grass cover. Fair, HSG D 0.940 95 Weighted Average 0.200 21.28% Pervious Area 0.740 78.72% Impervious Area Tc Length Slope Velocity Capacity Description min feet (ft./ft) ( 6.0 Direct Entry, Summary for Reach 'I R: Inflow Area = 16.870 ac, 12.63% Impervious, Inflow Depth > 3.86" for 1 00y event Inflow = 69.04 cfs a@ 12.15 hrs, Volume= 5.422 of Outflow = 69.04 cfs a@ 12.15 hrs, Volume= 5.422 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 'I P: Subsurface Detention Inflow Area = 0.470 ac, 91.49% Impervious, Inflow Depth > 5.38" for 1 ooyr event Inflow = 4.02 cfs @ 11.96 hrs, Volume= 0.211 of Outflow = 2.84 cfs @ 12.04 hrs, Volume= 0.210 af, Atten= 29%, Lag= 4.5 min Primary - 0.21 cfs a@ 12.04 hrs, Volume= 0.132 of Secondary = 2.63 cfs a@ 12.04 hrs, Volume= 0.078 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 322.99' Surf.Area= 0.042 ac Storage= 0.008 of Peak Elev= 324.88'@ 12.04 hrs Surf.Area= 0.042 ac Storage= 0.069 of (0.061 of above start) Plug -Flow detention time= 82.6 min calculated for 0.201 of (95% of inflow) Center -of -Mass det. time= 45.9 min (777.2 - 731.3 ) Volume Invert Avail.Storaae Storage Description #1A 322.49' 0.038 of 30.00'w x 61.221 x 3.50'H Field A 0.148 of Overall - 0.053 of Embedded = 0.095 of x 40.0% Voids #2A 322.99' 0.053 of Lane Storm Keeper S K75 x 48 Inside #1 Effective Size= 44.7"W x 30.0"H => 6.61 sf x 7.08' L = 46.8 cf Overall Size= 51.0" W x 30.0"H x 7.30' L with 0.22' Overl a p 48 Chambers in 6 Rows Cap Storaae= +5.2 cf x 2 x 6 rows = 62.9 cf 0.091 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 322.49' 2.5" Round Culvert L= 9.0' Ke= 0.500 Inlet 1 Outlet Invert= 322.49'/ 322.44' S= 0.00567' Cc= 0.900 n= 0.013, Flow Area= 0.03 sf PROPOSED CONDITIONS Type 1124 -hr 100yr Rainfall=6.20" Prepared by {enter your company name here) Printed 517/2019 HydroCADO 10.00-24 sln 10911 0 2018 HydroCAD Software Solutions LLC Page 29 #2 Secondary 322.44' 15.0" Round Culvert L= 10.0' Ke= 0.500 Inlet 1 outlet Invert= 322.44'/ 322.39' S= 0.0050T Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #3 Device 2 323.88' 1.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.21 cfs @ 12.04 hrs HW=324.87' (Free Discharge) 1-6-1=Culvert (Barrel Controls 0.21 cfs @ 6.14 fps) Secondary Ou#Flow Max=2.58 cfs @ 12.44 hrs HW=324.87' (Free Discharge) I-"-2=Culver# (Passes 2.58 cfs of 7.93 cfs potential flow) 't3=Sharp-Crested Rectangular Weir (Weir Controls 2.58 cfs @ 3.25 fps) Summary for Pond 2P: Subsurface Detention Inflow Area = 0.940 ac, 78.72% Impervious, Inflow Depth > 5.22" for 1 00y event Inflow = 7.94 cfs a@ 11.96 hrs, Volume= 0.409 of Outflow - 4.58 cfs a@ 12.06 hrs, Volume= 0.356 af, Atten= 42/0, Lag= 5.6 min Primary = 0.47 cfs a@ 12.06 hrs, Volume= 0.182 of Secondary = 4.12 cfs a@ 12.06 hrs, Volume= 0.174 of Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 323.14'@ 12.06 hrs Surf.Area= 0.087 ac Storage= 0.178 of Plug -Flow detention time= 119.3 min calculated for 0.354 of (87% of inflow) Center -of -Mass det. time= 77.8 min (814.0 - 736.2 ) Volume Invert Avail.Storage Storage Description #1 321.11' 0.024 of 18.0" Round Pipe Storage L= 587.0' #2A 320.61' 0.039 of 119.00'W x 32.001 x 2.50'H Field A #2 Secondary 320.41' 0.219 of overall - 0.121 of Embedded = 0.098 of x 40.0% Voids #3A 321.11' 0.115 of Brentwood StormTank 18" x 780 Inside #2 Inside= 18.0"Wx18.0"H=>2.15sfx3.001=6.4cf #3 Device 2 321.74' Outside= 18.0"W x 18.0"H => 2.25 sf x 3.001 = 6.8 cf 780 Chambers in 78 Rows 0.178 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing I nvert outlet Devices #1 Primary 321.11' 4.0" Round culvert L= 18.5' Ke= 0.500 Inlet 1 outlet Invert= 321.11'/ 321.02' S= 0.0049T Cc= 0.900 n= 0.013, Flow Area= 0.09 sf #2 Secondary 320.41' 12.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/ Outlet Invert= 320.41'/ 320.30' S=0.0110'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #3 Device 2 321.74' 13.0" Vert. Orifice/Grate C= 0.600 PROPOSED CONDITIONS Type 1124 -hr I00yr Rainfall= 6.20" Prepared by {enter your company name here} Printed 5/7/2019 HydroCADO 10.00-24 sln 10911 0 2018 HvdroCAD Software Solutions LLC Page 30 Primary OutFlow Max=0.46 cfs @ 12.06 hrs HW=323.12' (Free Discharge) L1=Ci,1vert (Barrel Controls 0.46 cfs @ 5.33 fps) eo ndary 0uTlo is =4.07 cfs @ 12.05 hrs HW --323.12' (Free Discharge) 2= u Miert (Passes 4.07 cfs of 5.62 cfs potential flow) =orifice/Grate (Orifice Controls 4.07 cfs @ 4.41 fps) Appendix D Calculations - Storm Management, Green Infrastructure LANSING ENGINEERING, PC STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #1 WATER QUALITY VOLUME, WQV IMPERVIOUS COVER, I N A;= 0.43 acres impervious A= 0.47 acres total 1= 91.49 % RUNOFF COEFFICIENT, RV RV= 0.05+(I)(0.009) = 0.873 90% RAINFALL EVENT NUMBER, P P= 1.15 From Table 4.1 of the NYS Stormwater Management Design Manual WATER QUALITY VOLUME, WQV WQv= (P)(Rv)(A)/12 WQV= 0.039 AC -FT LANSING ENGINEERING, PC STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #1 STREAM CHANNEL PROTECTION VOLUME, CpV INITIAL ABSTRACTION, la CN= 97 FOR OVERALL DEVELOPED AREA la= (2001CN-2) 0.062 ONE-YEAR 24 HOUR DESIGN STORM PRECIPITATION, P P= 2.24 la/P= 0.028 TIME Of CONCENTRATION, Tc (hr.) Tc= 0.10 UNIT PEAK DISCHARGE, qu qu= 1 000 csmlin Using TR -55 and Type II Rainfall Distribution (GPD Method) RATIO OF OUTFLOW TO INFLOW, golq; Using qu, T=24 hrs and Figure 8.5 of the NYS Stormwater Management Design Manual go/gi= 0.02 CHANNEL PROTECTION STORAGENOLUME OF RUNOFF, VSNR VSNR= 0.683-1.43(qo/qi)+1.64(gjgi)2-0.804(go/gi)3 POST DEV. ONE-YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 1.78 inches Using TR -55 and Type 11 Rainfall Distribution STREAM CHANNEL PROTECTION VOLUME, Cpv Cpv=Vs= (VSNR)(Q)(A)112 CPV= 0.046 AC -FT AVERAGE RELEASE RATE, Cp„ Avg. Rel. Rate The Cp„ volume to be released over 24 hours p„ Avg. Rel. Rate= 0.023 cfs LANSING ENGINEERING, PC STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #1 OVERBANK FLOOD PROTECTION VOLUME, Qpjo PEAK OUTFLOW DISCHARGE/PEAK INFLOW DISCHARGE, golgi qo= 33.75 cfs (pre -development 10 yr Qp) qi= 36.68 cfs (post -development 10 yr Qp) qo/q;= 0.920 STORAGE VOLUME/RUNOFF VOLUME, VSNR Using Figure 8.6 of the NYS Stormwater Management Design Manual VsNR= 6.14 POST DEV. TEN-YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 3.13 inches Using TR -55 and Type II Rainfall Distribution TOTAL STORM RUNOFF VOLUME, V V= QA = 5346 cubic feet OVERBANK FLOOD PROTECTION VOLUME, Qp10 Qplo=Vs= (VsNR)(V)/43560 Qplo= 0.02 AC -FT LANSING ENGINEERING. PC 0 STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #1 EXTREME FLOOD PROTECTION VOLUME, Qf PEAK OUTFLOW DISCHARGE/PEAK INFLOW DISCHARGE, qo/q; qo= 71.24 cfs (pre -development 100 yr Qp) qi= 75.73 cfs (post -development 100 yr Qp) qo/q;= 0.94 STORAGE VOLUME/RUNOFF VOLUME, VSNR Using Figure 8.6 of the NYS Stormwater Management Design Manual VSNR= 0.14 POST DEV. ONE HUNDRED -YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 3.87 inches Using TR -55 and Type II Rainfall Distribution TOTAL STORM RUNOFF VOLUME, V V= QA 6603 cubic feet OVERBANK FLOOD PROTECTION VOLUME, Qp10 Qf=VS= (VSNR)(V)/43560 Qf= 0.02 AC -FT LANSING ENGINEERING, PC STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #2 WATER QUALITY VOLUME, WQV IMPERVIOUS COVER, I N A;= 0.74 acres impervious A= 0.94 acres total 1= 78.72 % RUNOFF COEFFICIENT, RV Rv= 0.05+(1)(0.009) = 0.759 90% RAINFALL EVENT NUMBER, P P= 1.15 From Table 4.1 of the NYS Stormwater Management Design Manual WATER QUALITY VOLUME, WQV WQv= (P)(Rv)(A)/12 WQv= 0.068 AC -FT LANSING ENGINEERING, PC STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #2 STREAM CHANNEL PROTECTION VOLUME, CpV INITIAL ABSTRACTION, la CN= 97 FOR OVERALL DEVELOPED AREA la= (2001CN-2) — 0.082 ONE-YEAR 24 HOUR DESIGN STORM PRECIPITATION, P P= 2.24 la/P= 0.028 TIME OF CONCENTRATION, Tc (hr.) Tc= 0.10 UNIT PEAK DISCHARGE, qu q„= 1000 csmli n Using TR -55 and Type 11 Rainfall Distribution (GPD Method) RATIO OF OUTFLOW TO INFLOW, golgi Using qu, T=24 hrs and Figure 8.5 of the NYS Stormwater Management Design Manual go/gi= 0.02 CHANNEL PROTECTION STORAGENOLUME OF RUNOFF, VSNR VS/VR= 0.683-1.43(q0/qi)+1.64(g0/qi)2-0.804(golgi)3 POST DEV. ONE-YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 2.95 inches Using TR -55 and Type II Rainfall Distribution STREAM CHANNEL PROTECTION VOLUME, Cp„ Cp„=VS= (VSNR)(Q)(A)112 Cps= 0.151 AC -FT AVERAGE RELEASE RATE, Cpv Avg. Rel. Rate The Cpv volume to be released over 24 hours Cpv Avg. Rel. Rate= 0.076 cfs LANSING ENGINEERING. PC 0 STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #2 OVERBANK FLOOD PROTECTION VOLUME, Qpjo PEAK OUTFLOW DISCHARGE/PEAK INFLOW DISCHARGE, golgi qo= 33.75 cfs (pre -development 10 yr Qp) qi= 36.68 cfs (post -development 10 yr Qp) qa/q;= 0.920 STORAGE VOLUME/RUNOFF VOLUME, VSNR Using Figure 8.6 of the NYS Stormwater Management Design Manual VsNR= 0.14 POST DEV. TEN-YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 3.71 inches Using TR -55 and Type II Rainfall Distribution TOTAL STORM RUNOFF VOLUME, V V= QA = 12659 cubic feet OVERBANK FLOOD PROTECTION VOLUME, Qp10 QPto=Vs= (UsNR)(V)/43560 Qp10= 0.04 AC -FT LANSING ENGINEERING. PC 0 STATION LANE APARTMENTS SITE PLAN STORMWATER MANAGEMENT PLAN Basin #Z EXTREME FLOOD PROTECTION VOLUME, Qf PEAK OUTFLOW DISCHARGE/PEAK INFLOW DISCHARGE, qo/q; qo= 71.24 cfs (pre -development 100 yr Qp) qi= 75.73 cfs (post -development 100 yr Qp) qjq;= 0.94 STORAGE VOLUME/RUNOFF VOLUME$ VSNR Using Figure 8.6 of the NYS Stormwater Management Design Manual VSNR= 0.14 POST DEV. ONE HUNDRED -YEAR 24 HOUR DESIGN STORM RUNOFF, Q (inches) Q= 5.22 inches Using TR -55 and Type II Rainfall Distribution TOTAL STORM RUNOFF VOLUME, V V= QA = 17812 cubic feet OVERBANK FLOOD PROTECTION VOLUME, QP10 Qf=Vs= (VS/VR)(V)/43560 Qf= 0.06 AC -FT LANSING ENGINEERING., -PC I Graphical Peak Discharge Method Project: Station Lane Apartments Stormwater Feature: CDS Unit I Drainage Area 0.47 Acres Rainfall, P (24 hour) Runoff Curve Number 97 Proposed CDS Model # CDS2015-4-C Time of Concentration 0.100 Hours Proposed CDS Treatment Capacity 0. 71 cfs Frequency (year) 90% la=(200/CN-2) 0.062 OK, Use Model # Proposed Initial Abstraction, la 0.062 in la/P ratio 0.054 Unit Peak Discharge, qu 1010.00 cfs/mi/in Runoff 0.85 in 0.03 ac -ft Peak Discharge, qp 0.628 cfs Total WQv Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post - development 1 year runoff volume)?...................................................................................... No Alun«ally enter P, Totul Areo and Impervious Cover, P=J 1.15 linch Breakdown of Subcatchments Total Area Ire pervious Area Percent WQv G1 Practice (acres) (Acres Impervious Iry 3 Description (ft ) 1 7.24 0.03 0% 0.05 1 624 ' Conservation of Natural Areas 2 0.06 0.02 33% 0.35 88 Tree Planting/Tree Pit 3 (Acre) (Acre) 4 Conservation of Natural Areas 7.24 0.03 minimum 1D, 000 sf 5 maximum contributing length 75 feet to Riparian Buffers p 0.00 0.00 6 150 feet Filter Strips 7 0.00 8 Tree Planting 0.06 0.02 9 area may be subtracted per tree Total 7.30 0.05 Non -GI Areas 1.76 0.76 43% 0.44 31223 Subtotal (1-29) 7.30 0.05 1% 0.06 1,712 Subtotal 1 Total 9.06 0.81 9% 0.13 41934 Initial WQv Identify Runoff Reduction Techniques By Area Total Contributing Contributing TechniqueImpervious Im rviou Area Nates Area (Acre) (Acre) Conservation of Natural Areas 7.24 0.03 minimum 1D, 000 sf maximum contributing length 75 feet to Riparian Buffers p 0.00 0.00 150 feet Filter Strips 0.00 0.00 up to 100 sf directly connected impervious Tree Planting 0.06 0.02 area may be subtracted per tree Total 7.30 0.05 Recalculate WQv after application of Area Reduction Techniques Percent Runoff Total Area Impervious Area W QV Impervious Coefficient 3 (Acres) (acres) fft ) o Rv "<<Initial WQv" 9.06 0.81 9% 0.13 41934 Subtract Area -7.30 -0.05 WQv adjusted after Area 1.76 0.76 43% 0.44 3,223 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 1.76 0.76 43% 0.44 31223 Disconnect LANSING ENGINEERING, PC Minimum RRv Enter the Soils Data for the site Soil Group Acres S A 55% B 40 C 30% D 9.06 20% Total Area 5.06 Calculate the Minimum Rv S = 0.20 Impervious = 0.81 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 642 ft3 0.01 of LANSING ENGINEERING, PC Green Infrastructure Summary Sheet Minimum RRA Required S = 0.20 of Impervious = 0.81 acre Precipitation 1.15 in Rv 0.95 0.000 Minimum RRv 642 ft3 L0-015 laf RRv Provided Reduction Technique ft3 of Area 1,712 0.039 Volume 0 0.000 Infiltration 0 0.000 Total RRv Provided 11712 0.039 RRv Summary RRv ft3 of Minimum Required 642 0.015 Provided 1,712 0.039 Is RRv Provided >_ Minimum RRv Required? Yes W yu m rye aMa-a-W WQv ft3 of Reduced/Treated 1,712 0.039 WQv to be Treated by Standard Practices 3,223 0.07 LANB11 G ENGINEERING, PC Conservation of Natural Areas Enter Site Data For Drainage Area to be Treated by Practice Impervious percent dotal Area wv precipitation I Praictl*ce (Acres) Area Impervious Iry t 7r Description Ares Conservation of 1 7.24 0.03 0.00 0.05 1623.88 1.15 Natural Areas Design Elements Is Contiguous Area ? 10,000 ft2? Yes Will limits of disturbance be clearly shown on all construction drawings and marked in field/project development site with structural barriers? des �'ect Is the Conservation area located in an acceptable conservation easement . s instrument that ensuresp perpetual protection of proposed area? Does the easement specify how the natural area vegetation will be yes managed and boundaries will be marked? Does the conservation area receive runoff from other contributing areas? No Does Conservation Area drain to a Design Point? Yes Is Sheet Flow to Riparian Buffer or another area based practice already being Used for this area? o Are All Criteria in Section 5.3.1 Met? yep Area Reduction Adjustments Subtract 7.24 Acres from Toto /Area Subtract 0.03 Acres from To to l Im pe rvio us A re a LJkNBING ENGINEERING, PC Tree Planting/Tree Pits Enter Site Data For Drainage Area to be Treated by Practice Total Area Impervious Percent WQu precipitation Gi Practice Area impervious Ru � Description (Acres) t (rrr� (Acres) %(ft Tree Planting/Tree 2 0.06 0.02 0.33 0.35 87.66 1.15 Pit Do you intend to use this practice for area Area Design practice using criteria below reduction or volume reduction? Design elements Is another area based practice applied to area? Nothis Diameter of Mature Canopy 16 ft For up to a 16 foot diameter canopy of a Area Reduced per Tree 100 sf mature tree, the area considered for reduction shall be 'z the area of the tree Number of Trees 11 Total Area Reduced 1105.28 sf 0.03 of Okay Area Ratio: Total to Impervious area 3.0 Okay Are All Criteria in Section 5.3.4 met? Yes Area Reduction Adjustments Subtract 0.06 Acres from total Area Subtract 0.02 Acres from total Impervious Area L BING ENGINEERING, PC Appendix E Grading/Drainage/Sediment, Erosion Control, and Landscaping Plan Appendix F NYSDEC SPDES General Permit GP -0-15--002 NEW Y[3 R K Department of sQPPaR7t�NfTY rar�o� Environmental� -'%� Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP -0-15-002 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2015 John J. Ferguson Chief Permit Administrator AL]tborlcd Snattare Address, NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 Expiration Date: January 28, 2020 s 1112115 PREFACE Pursuant to Section 402 of the Clean water Act ("CWK), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("'NPDES') permit or by a state permit program. New York's State Pollutant Discharge Elimination System ("'SPDES') is a N P D E S - approved program with permits issued in accordance with the Environmental Conservation Law ("ECL'). This general permit ("permit") is issued pursuant to Article 17, Titles 7, 8 and Article 70 of the ECL. An owner or operator may obtain coverage under this permit by submitting a Notice of Intent ("NOI") to the Department. Copies of this permit and the NOI for New York are available by calling (518) 402-8109 or at any New York State Department of Environmental Conservation ("the Department") regional office (see Appendix G).They are also available on the Department's website at: I)ttp-://www.de - c / -v An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of "construction activity', as defined under 40 CFR 122.26(b)(1 4)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to Article 17-0505 of the ECL, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. They cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Part I. PERMIT COVERAGE AND LIMITATIONS ............................... A. Permit Application............................................i#i•}.ififiifiirifa.4iiriib. bibs.. 1.. F....i4 bbbbi.■s 1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post -construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality............................................................................. __.-8 E. Eligibility Under This General Permit.......................................................... , . _ _ _ .0 ... 9 F. Activities Which Are Ineligible for Coverage Under This General Permit ... b..........9 Part 11. OBTAINING PERMIT COVERAGE.....................................................................12 A. Notice of Intent (NOI) Submittal..........................................................................12 B. Permit Authorization............................................................................................13 C. General Requirements For Owners or Operators With Permit Coverage .... _ ......15 D. Permit Coverage for Discharges Authorized Under GP -0-10-991 ...................... WE 1 E. Change of owner or Operator.............................................................................1 Part 111. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ...........................18 A. General SWPPP Requirements..........................................................................18 B. Required SWPPP Contents................................................................................ 20 C. Required SWPPP Components by Project Type.................................................23 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS ............................ .bFo.....24 A. General Construction Site Inspection and Maintenance Requirements....__ ....24 B. Contractor Maintenance Inspection Requirements.............................................24 Qualified nspector Inspection Requirements.. ................... .... , ..........r... 24 Part V. TERMINATION OF PERMIT COVERAGE .......................................... 44...4,..Itbb.b28 A. Termination of Permit Coverage.........................................................................28 Part VI. REPORTING AND RETENTION OF RECORDS.................4....:. 30 A. Record Retention...................................................................................*.........30 B . .. . 3 A/ Addresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . b . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . , __30 Part VII. STANDARD PERMIT CONDITIONS ............ ........................................ ......, ......31 A. Duty to Comply........................................................... .,......................... ...... i,........ 31 B. Continuation of the Expired General Permit .............. ._,...-PA*A..LAI....._, ____. __________ ___31 C. Enforcement........................................................ 4 ....... ....... iii.■ ...... i■i....... i..■■..... _ _ 31 D. Need to Halt or Reduce Activity Not a Defense.......... i ........................................ 31 E. Duty to Mitigate.......................................................t............................................32 F. Duty to Provide Information..............................b..b...•... b.. bsb. •••r••••••••••••••••••••••+ ...... 32 G. other I nformation.............................................. . . ............. _ ...... ...................... 32 H. Signatory Requirements......................................................................................32 1. Property Rights......................................................... ........ ..... *.......... •....... .--.., , .......34 J. Severability.-..... .... ____ ...... I ........ ... ­ ....... -1 ..... o....._........i........ I ....... i ....... a ........ ..34 K. Requirement to Obtain Coverage Under an Alternative Permit ............. b.., .......... 34 L. Proper Operation and Maintenance ............................................... _................. ..35 M. Inspection and Entry................................................................i.... i..4..... i.i... b...... 35 N. Permit Actions...........................................................................4......44.4............. . . 36 O, Definitions...........................................................................................................36 P. Re -Opener Clause..............................................................................................36 Q. Penalties for Falsification of Forms and Reports ........................................ ■ ■ ■ ■ ■ ■ ■ ■ . 36 R. Other Permits .•..,..,,.,,■4.i„■.Y............................................ q■•.■4■•.F■f•,•+.,•••■•••••••w•+■■.._36 APPENDIXA....... �......--...•.....,. ■ ■ ■ ■...■ ■ ■...LL■ ■ I 1 AJ7Jiii1 A41A*A4-La■tAAI.FA.{li44&&&.......a.........37 APPENDIXB ...... ii■.■..i............ a ..... ...■.■ I &I Wi■.■.■■i■■.■Ji.■■■■..■.■.■, ......44 APPENDIXC .........■,.ii...............................................,r,,,.r................... ■.,... • .................. _ _46 APPENDIXD............,.,,...,........................................... Yi................ .......... ............... ..52 APPENDIXE ............................... ........................................... t.,.....t..t... Y.,..----..---.............53 APPENDIXF..Y.L 1 J■ 1■ J■■ 1 JVA Y Y l i 3 Y Y i Y i Y Y Y Y Y Y Y■ Y•/ Y. Y.■ Y Y•• i s • 1• i• . i l i i Y (Part I) Part I. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: . Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part 1.B.1. (a) — (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available._ Erosion and Sediment Control Requirements -The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water qualify standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non -numeric effluent limitations in Part I.B.1.(a) — (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Pian ("SWPPP") the reason(s) for the deviation or alternative design and provide information (Part I.B.1) which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; and (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges 2 (Part 1.B.1.c) from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; 0i) !Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion 3 (Part 1.B.1.fl at or below the outlet does not occur. C. Post -construction Stormwater Management Practice Requirements . The owner or operator of a construction activity that requires post - construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015, using sound engineering judgment. Where post -construction stormwater management practices ("SMPs") are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. . The owner or operator of a construction activity that requires post - construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality Volume ("WQv") by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv (Part I.C.2.b.ii) standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post -developed 1 -year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment A c f ivity 6 (Part I.C.2.6) (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1 (B) (IV) of the Design Manual. If there is an existing post -construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. 7 (Part I.C.2.c.iv) (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site. d. Suing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post -construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 0 of the Official Compilation of codes, Rules and Regulations of the State of New York, such as: R There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or 8 (Part 1. D) if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. E. Eligibility Under This General Permit 1. This permit may authorize a I l discharges of sto rmwate r from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. . Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes sto rmwate r discharges from construction activities. r Notwithstanding paragraphs E.1 and E.2 above, the following non- stormwater discharges may be authorized by this permit: discharges from firefighting activities; fire hydrant flushings; waters to which cleansers or other components have not been added that are used to wash vehicles or control dust in accordance with the SWPPP, routine external building washdown which does not use detergents; pavement washwaters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents are not used; air conditioning condensate; uncontaminated groundwater or spring water; uncontaminated discharges from construction site de -watering operations; and foundation or footing drains where flows are not contaminated with process materials such as solvents. For those entities required to obtain coverage under this permit, and who discharge as noted in this paragraph, and with the exception of flows from firefighting activities, these discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part LD D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for coverage Under This General Permit All of the following are not authorized by this permit: 9 (Part LF) Discharges after construction activities have been completed and the site has undergone final stabilization; . Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non -jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.C.2 of this permit. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which disturb one or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. 7. Construction activities for linear transportation projects and linear utility projects.- a. rojects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which disturb two or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the USDA Soil Survey for the County where the disturbance will occur. 10 (Part I. F.8) w Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II. C.2 of this permit and made available to the Department in accordance with Part VII . F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of d istu rbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (i) No Affect (ii) No Adverse Affect 11 (Part I.F.8.c.iii) (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. . Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part li. OBTAINING PERMIT COVERAGE A.Notice of Intent (NOI) Submittal An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the Department in order to be authorized to discharge under this permit. An owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http-//www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address. NOTICE OF INTENT NYS DEC, Bureau of Vater Permits 625 Broadway, 4th F leo r Albany, New York 12233-3505 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. An owner or operator shall use either the electronic (eN01) or paper version of the NOI. The paper version of the NOI shall be signed in accordance with Part Vi I. H _ of this permit and submitted to the address in Part II.A.1. 12 (Part II.A.2) The req u i re ment fo r an o wner or operator to have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.E. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4. 3. The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer certification" statement on the NOI prior to submitting the form to the Department. 4, As of the date the N o I is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part Vl L F. of this permit. B. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://wwwdec.ny.gov/`) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA') (see 6 NYCRR Part 621) have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3, An owner or operatorthat has satisfied the requirements of Part 11. B.2 above i1w, (Part II.13.3) will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post -construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part 111.6.1. or, for construction activities that require post -construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part 111.6.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post - construction stormwater management practices pursuant to Part III.C. b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance" form. 4. The Department may suspend or deny an owner's or operator's coverage 14 (Part II.B.4) under this permit if the Department determines that the SWPPP does not meet the permit requirements. In accordance with statute, regulation, and the terms and conditions of this permit, the Department may deny coverage under this permit and require submittal of an application for an individual SPDES permit based on a review of the NOI or other information pursuant to Part II. . Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II. B. of this permit. C. General Requirements For owners or operators With Permit Coverage '(. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until a l i areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP -g- 15-002), NOI, N01 Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall 15 (Part II.C.3.a) have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4, In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post -construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post -construction stormwater management practice 16 (Part ILD) D. Permit coverage for Discharges Authorized Under GP -0-10-001 1: Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP -0-10-001), an owner or operator of a construction activity with coverage under GP -0-10-001, as of the effective date of GP -0-15-002, shall be authorized to discharge in accordance with GP -0-15-002, unless otherwise notified by the Department. An owner or operator may continue to implement the technicalldesign components of the post -construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non -design provisions of GP -0-15-002. E. change of owner or operator 2¢ When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writi r of the requirement to obtain permit coverage by submitting a NOI with the Department. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.A.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operatorwas not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. 17 (Part III) Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post -construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. The SWPPP shall describe the erosion and sediment control practices and where required, post -construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post -construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4� The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post -construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority. 5. The Department may notify the owner or operator at any time that the W601 (Part III.A.5) SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part I I . C .4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post -construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the 19 (Part III.A.6) trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP contents e Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment control, dated August 2005. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project; b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off --site surface waters); floodplainlfloodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharges); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other 20 (Part III.B.1.1) and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post -construction stormwater management practice component -- The owner or operator of any construction project identified in Table 2 of Appendix B as needing post -construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part 1.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post -construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post -construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post -construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post -construction stormwater management practice; b. A site map/construction drawing(s) showing the specific location and size of each post -construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Maps) showing pre -development conditions, including waters hed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post -development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post -construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post -development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates OA (Part III.B.2.c.iv) that each post -construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post -construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post - construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post -construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III. B.1 of this permit. owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post -construction stormwater management practices designed in conformance with Part I I I. B.2 or 3 of this permit. 23 (Part IV) Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post - construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. contractor Maintenance inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.13.1. of this permit as soon as soil disturbance activities resume. . For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 24 (Part IV.C) The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.G. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: - licensed Professional Engineer, - Certified Professional in Erosion and Sediment control (CPESC), - Registered Landscape Architect, or - someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and water Conservation District, or other Department endorsed entity]. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build -out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2, Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and 25 (Part IV.C.2.b) the owner or operator has received authorization in accordance with Part II.C.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, Traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post -construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part I I.A. 1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall 26 (Part IV.C.2.e) be separated by a minimum of two (2) full calendar days. 3, At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post -construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, a I I points of discharge to natural surf ace Ovate rbod ies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4, The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbod ies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; 27 (Part IV.C.4.i) Current phase of construction of all post -construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post -construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5, Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6, All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.A. 1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII . H of this permit. 4: (Part V.A.2) 2 R An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and, all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post -construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post - construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.E. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4, For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the W S4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certifications) required in Part V.A.3. of this permit. W (Part V.A.5) . For construction activities that require post -construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post -construction stormwater management practice(s) and any right- of-ways) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, b. an executed maintenance agreement is in place with the municipality that will maintain the post -construction stormwater management practice(s), c. for post -construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operators deed of record, d. for post -construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION OF RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.A.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional office listed in Appendix F. (Part VII) Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non-compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,566 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 31 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The N01, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the N01 or in any of the documents required by this permit, or have made substantive revisions to the SwPPP (e.g. the scope of the project changes significantly, the type of post -construction stormwater management practice(s) changes, there is a reduction in the sizing of the post - construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original N01 submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part H.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the 32 (Part VII.H.1.a.i) corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. Fora municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2, The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named 33 (Part VII.H.2.b) individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3, All inspection reports shall be signed by the qualified inspector that performs the inspection. 4, The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to obtain coverage Under an Alternative Permit . The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to 34 (Part VII.K.1) discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operatorto achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: . Enter upon the owners or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2, Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. 35 (Part VII.N) N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator far a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. o. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re -opener Clause If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.N. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL X71-1933 and or Articles 175 and 210 of the New York State Penal Law. R. other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 36 on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750- 1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) -means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property — means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. Larger common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 114 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize —means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, .j ditches, man-made channels, or storm drains): (i) owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) which is not a combined sewer, and (iv) which is not part of a Publicly Owned Treatment works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) -means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). New Development — means any land disturbance that does meet the definition of Redevelopment Activity included in this appendix. Nol Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Owner or operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. Performance criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. wQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 39 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post -construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individuals). Individuals preparing SWPPPs that require the post -construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of Iew York.. Redevelopment Activity(ies) —means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control IVIS4 - means a city, town or village with land use control authority that is required to gain coverage under New York State DEC's SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s). 40 Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: - Re -grading of gravel roads or parking lots, - Stream bank restoration projects (does not include the placement of spoil material), - Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, -- cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), - Placement of aggregate shoulder backing that makes the transition between the road shoulder and the ditch or embankment, - Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, - Long-term use of equipment storage areas at or near highway maintenance facilities, - Removal of sediment from the edge of the highway to restore a previously existing sheet -flow drainage connection from the highway surface to the highway ditch or embankment, - Existing use of Canal Corp owned upland disposal sites for the canal, and -- Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations — means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria —means the criteria included in Part I.C.2 of the permit that are used to size post -construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) -means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Steep Slope — means land area with a Soil Slope Phase that is identified as an E or F, or 41 the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TIVIDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WI -As) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor -means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 42 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard -means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 43 APPENDIX B Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E Single family residential subdivisions with 25% or less impervious cover at total site build -out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances of one (1 ) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects Bike paths and trails Sidewalk construction projects that are not part of a road/ highway construction or reconstruction project Slope stabilization projects Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Spoil areas that will be covered with vegetation • Land clearing and grading for the purposes of creating vegetated open space (i.e. recreational parks, lawns, meadows, fields), excluding projects that alter hydrology from pre to post development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of Impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of less than five acres and construction activities that include the construction or reconstruction of impervious area The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 44 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST -CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build -out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi -family residential developments; includes townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building(e.g. silo) and structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. Golf courses • Institutional, includes hospitals, prisons, schools and colleges • Industrial facilities, includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's and water treatment plants • Office complexes • Sports complexes • Racetracks, includes racetracks with earthen (dirt) surface • Road construction or reconstruction • Parking lot construction or reconstruction • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over -head electric transmission line project, wind -power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • All other construction activities that include the construction or reconstruction of Impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 45 APPENDIX C Watersheds Where Enhanced Phosphorus Removal Standards Are Required Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed -- Figure 4 • Kinderhook Lake Watershed -- Figure 5 .e Figure 'I - New York City Watershed East of the Hudson mA atershed Ficiu r - Onondaga Lake Watershed Figure 3 - Greenwood Lake Watershed 01 - F, FAIM5 kjj- .14 go. Phosphorus Watershed m Figure 4 - Oscawana Lake Watershed 21H EL Figure 5: Kinderhook Lemke Watershed '. TOOT% Wages cr City Owndwy ftw New is Stale 1 2 4 Wes I. f inderhook ..ace Watemhed 51 AND LAKE - ........... d����llrP'r R NASSAU SCHODACK �r. I' 1 I 1 LERAN} KINDERHOGS I CHATHAM I A AAN VALATi j '. TOOT% Wages cr City Owndwy ftw New is Stale 1 2 4 Wes I. f inderhook ..ace Watemhed 51 APPENDIX D Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix 52 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity, cont'd. COUNTY WATERBODY COUNTY WATERBODY Onondaga Onondaga Creek, Middle and tribs Suffolk Great South Bay, Vilest Onondaga Onondaga Creek, Upp, and minor tribs Suffolk Mill and Seven Ponds Onondaga Harbor Brook, Lower, and tribs Suffolk Moriches Bay, East Onondaga Ninemile Creek, Lower, and tribs Suffolk Moriches Bay, West Onondaga Minor tribs to Onondaga Lake Suffolk Quantuck Bay Onondaga Onondaga Creek, Lower, and tribs Suffolk Shinnecock Bay (and Inlet) Ontario Honeoye Lake Sullivan Bodine, Montgomery Lakes Ontario Hemlock Lake Outlet and minor tribs Sullivan Davies Lake Ontario Great Brook and minor tribs Sullivan Pleasure Lake Orange Monhagen Brook and tribs Sullivan Swan Lake Orange Orange Lake Tompkins Cayuga Lake, Southern End Orleans Lake Ontario Shoreline, Western Tompkins Owasco Inlet, Upper, and tribs Oswego Pleasant Lake Ulster Ashokan Reservoir Oswego Lake Neatahwanta Ulster Esopus Creek, Upper, and minor Putnam Oscawana Lake tribs Putnam Palmer Lake Ulster Esopus Creek, Lower, Main Stem Putnam Lake Carmel Ulster Esopus Creek, Middle, and minor Queens Jamaica Bay, Eastern, and tribs (Queens) tribs Queens Bergen Basin Warren Lake George Queens Shellbank Basin Warren Tribs to L.George, Village of L Rensselaer Nassau Lake George Rensselaer Snyders Lake Warren Huddle/Finkle Brooks and tribs Richmond Grasmere, Arbutus and Wolfes Lakes Warren Indian Brook and tribs Rockland Congers Lake, Swartout Lake Warren Hague Brook and tribs Rockland Rockland Lake Washington Tribs to L.George, East Shr Lk Saratoga Ballston Lake George Saratoga Round Lake Washington Cossayuna Lake Saratoga Dwaas Kill and tribs Washington Wood Cr/Champlain Canal, minor Saratoga Tribs to Lake Lonely tribs Saratoga Lake Lonely Wayne Port Bay Schenectady Collins Lake Wayne Marbletown Creek and tribs Schenectady Duane Lake Westchester Lake Katonah Schenectady Mariaville Lake Westchester Lake Mohegan Schoharie Engleville Pond Westchester Lake Shenorock Schoharie Summit Lake Westchester Reservoir No.1 (Lake Isle) Schuyler Cayuta Lake Westchester Saw Mill River, Middle, and tribs St. Lawrence Fish Creek and minor tribs Westchester Silver Lake St. Lawrence Black Lake Outlet/Black Lake Westchester Teatown Lake Steuben Lake Salubria Westchester Truesdale Lake Steuben Smith Pond Westchester Wallace Pond Suffolk Millers Pond Westchester Peach Lake Suffolk Mattituck (Marratooka) Pond Westchester Mamaroneck River, Lower Suffolk Tidal tribs to West Moriches Bay Westchester Mamaroneck River, Upp, and tribs Suffolk Canaan Lake Westchester Sheldrake River and tribs Suffolk Lake Ronkonkoma Westchester Blind Brook, Lower Suffolk Beaverdam Creek and tribs Westchester Blind Brook, Upper, and tribs Suffolk Big/Little Fresh Ponds Westchester Lake Lincolndale Suffolk Fresh Pond Westchester Lake Meahaugh Suffolk Great South Bay, East Wyoming Java Lake Suffolk Great South Bav, Middle WyominQ Silver Lake Note: The list above identifies those waters from the final New York State "2014 Section 303(d) List of Impaired Waters Requiring a TMDLIOther Strategy", dated January 2015, that are impaired by silt, sediment or nutrients. 54 APPENDIX F LIST OF NYS DEC REGIONAL OFFICES Region COVERING THE FOLLOWING DIVISION OF ENVIRONMENTAL COUNTIES: PERMITS (DEP) PERMIT ADMINISTRATORS I NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631 ) 444-0365 2 BRONx, KINGS, NEW YORK, 1 HUNTERS POINT PLAZA, QUEENS AND RICHMOND 47-40 21 ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 3 DUTCHESS, ORANGE, PUTNAM, 21 SOUTH PUTT CORNERS ROAD ROCKLAND, SULLIVAN, ULSTER NEW PALTZ, NY 12561-1696 AND WESTCHESTER TEL. (845) 256-3059 1150 NORTH WESTCOTT ROAD 4 ALBANY, COLUMBIA, DELAWARE, GREENE, SCHENECTADY, NY 12306-2014 MONTGOMERY, OTSEGO, TEL. (518) 357-2069 RENSSELAER, SCHENECTADY AND SCHOHARIE 5 CLINTON, ESSEX, FRANKLIN, 1115 STATE ROUTE 86, Po Box 296 FULTON, HAMILTON, RAY BROOK, NY 12977-0296 SARATOGA, WARREN AND TEL. (518) 897-1234 WASHINGTON HERKIMER, JEFFERSON, 6 STATE OFFICE BUILDING LEWIS, ONEIDA AND 317 WASHINGTON STREET ST. LAWRENCE WATERTOWN, NY 13601-3787 BROOME , CAY UGA TEL. (315) 785-2245 N 7 615 ERIE BLVD. WEST CHENANGO, CORTLAND, SYRACUSE, NY 13204-2400 MADISON, ONONDAGA, TEL. (315) 426-7438 OSWEGO, TIOGA AND TOMPKINS 6274 EAST AVON -LIMA ROAD 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, AVON, NY 14414-9519 ONTARIO, ORLEANS, TEL. (585) 226-2466 SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES ALLEGANY, 9 270 MICHIGAN AVENUE CATTARAUGUS, BUFFALO, NY 14203-2999 CHAUTAUQUA, ERIE, TEL. (716) 851-7165 NIAGARA AND WYOMING w DIVISION OF WATER (DOW) WATER (S P DES) , PROGRAM 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631 ) 444-0405 1 HUNTERS POINT PLAZA, 47-40 21 ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 6274 EAST AVON -LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 270 MICHIGAN AVE. BUFFALO, NY 14203-2999 TEL. (716) 851-7070 Appendix G Construction Phase Inspection Report (Sample Form) LANSING ENGINEERING, PC WEEKLY SWPPP SITE INSPECTION REPORT Project: Date and Time: Owner.- Temperature: Contractor: Ambient Conditions: Inspector Name/Title: Soil Conditions: INSPECTION CHECKLIST Record KeeVing No NIA Yes No NIA Ej ❑ ❑ ❑ 1) Is the Notice of Intent and NOI Acknowledgement Letter retained at the construction site? Yes No NIA Ej ❑ ❑ ❑ 2) Is the MS4 Acceptance Form retained at the construction site? Yes No NIA NIA ❑ Ej ❑ 3) Is a copy of the General Permit (GP -0-15-002) and SWPPP retained at the construction site? Yes No NIA ❑ ❑ El 4) Are all necessary contractor certifications signed and retained at the construction site? Yes No NIA ❑ ❑ El Ej 5) Are SWPPP inspection reports signed and retained at the construction site? visua I Observations Yes No NIA [:1 ❑ Ej 6) Are there currently less than 5 acres of disturbed soils at the site? Yes No NIA ❑ ❑ Ej 7) Are natural resource areas (i.e. streams, surface waterbodies, wetlands, trees, etc.) protected with barriers or similar erosion and sediment controls? Yes No NIA ❑ ❑ EJ 8) Have permanent stormwater controls such as sediment basins and conveyance systems been constructed? Yes No NIA ❑ ❑ ❑ 9) Were all stormwater discharges clear or the same as receiving Waters on the day of inspection? This includes receiving waters, all conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow. Please describe the quality and quantity at all points of discharge from the site and the condition of receiving waters. Yes No NIA ❑ ❑ El 10) Are catch basins/storm drain inlets properly protected? Yes No NIA ❑ ❑ ❑ 11) Have vegetative or structural stabilization measures been implemented on all active areas where there are exposed soils? Yes No NIA ❑ ❑ El 12) Have vegetative or structural stabilization methods been implemented on inactive disturbed areas Where there are exposed soils? Yes No NIA ❑ ❑ El 13) Have vegetative or structural stabilization methods been implemented on slopes where there are exposed soils? Yes No NIA ❑ ❑ ❑ 14) Have on-site vehicle tracking sediments and other eroded sediments been cleared? Yes No NIA ❑ ❑ ❑ 15) Is the construction entrance preventing sediment from being tracked onto the street? Yes No NIA ❑ ❑ ❑ 16) Are roads and properties adjacent to the construction site free of sediment and/or debris? Yes No NIA ❑ EJ EJ 17) Is dust adequately controlled at the construction site? Yes No NIA ❑ EJ ❑ 18) Have all erosion and sediment controls been installed properly and are they functioning as designed? Yes No NIA ❑ ❑ ❑ 19) Are all erosion and sediment controls being maintained to ensure integrity and effectiveness? Yes No NIA ❑ ❑ ❑ 20) Have all post -construction erosion and sediment controls been constructed as designed? LANSING ENGINEERING, PC Use this space below to explain each "NO" checked above, to provide additional comments, and to identify the following: all erosion and sediment controls that need installation, maintenance or replacement, any areas with rill or gully erosion on slopes, loss of vegetation, seed or mulch, excessive deposition of sediments or ponding water along diversion or barrier systems, and any areas of erosion near outlet or overflow structures in the sedimentation basin areas. Include a site map identifying the following: • Stormwater discharge locations and drainage pathways • Disturbed areas at the time of inspection • Disturbed areas that have not undergone active site work during the previous 14 days • Areas that are expected to undergo initial disturbance or significant work within the next 14 day period • Areas that have undergone temporary or permanent stabilization since last inspection • Corrective actions that should be taken to install, repair, replace, or maintain erosion and sediment controls; and to correct deficiencies identified with the construction of post -construction management practices. • The current phase of construction of all post -construction stormwater management practices and identification of all construction that is not in compliance with the SWPPP and/or technical standards CERTIFICATION Lansing Engineering Inspector Signature: Signature Date LANSING ENGINEERING, RC Appendix H Post Construction Maintenance Inspection Checklist (Sample Form) Operation and Maintenance Procedure M�IDA�TA111/� Maintenance ,)I unIrl liflyn Guidelines General: The StormTankTM Stormwater Storage Module is a component in a stormwater collection system, providing storage for the detention or infiltration of runoff. No two systems are the same; with varying shapes, sizes and configurations. Some include pre-treatment to remove sediment and/or contaminants prior to entering the storage area and some do not. Systems without pre-treatment require greater attention to system functionality and may require additional maintenance. In order to sustain system functionality Brentwood offers the following general maintenance guidelines. Precautions: 1. Prior to & During Construction - Siltation prevention of the stormwater system. a. Conform to all local, state and federal regulations for sediment and erosion control during construction. b. Install site erosion and sediment BMP's (Best Management Practices) required to prevent siltation of the stormwater system. c. Inspect and maintain erosion and sediment BMP's during construction. 2. Post Construction - Prior to commissioning the StormTankTM system. a. Remove and properly dispose of construction erosion and sediment BMP's per all local, state and federal regulations. Care should be taken during removal of the BMP's as not to allow collected sediment or debris into the stormwater system. b. Flush the StormTankTM system to remove any sediment or construction debris immediately after the BMP's removal. Follow the maintenance procedure outlined. Inspections: Follow all local, state, and federal regulations regarding stormwater BMP inspection requirements. Brentwood Industries makes the following recommendations: 1. Frequency a. During the first service year a visual inspection should be completed during and after each major rainfall event, in addition to semi-annually, to establish a pattern of sediment and debris buildup. L Each stormwater system is unique and multiple criteria can affect maintenance frequency such as: Revision: 7/26/12 l" BRENTWOO[Y i 610 Morgantown Road, Reading, PA 19611 P: 610-374-5109 F: 610-736-1280 Email: StoF-i i ilei-(6)brentwoociiticiiisLr-i-es.cor�i 1 of 2 a) System Design: pre-treatment/no-pretreatment, inlet protection, stand alone device. b) Surface Area Collecting From: hardscape, gravel, soil. c) Adjacent Area: soil runoff, gravel, trash. d) Seasonal Changes: fall -leaves, winter-salt/cinders. b. Second year plus; establish an annual inspection frequency based on the information collected during the first year. At a minimum an inspection should be perform semi-annually. c. Seasonal change; regional areas affected by seasonal change (spring, summer, fall, winter) may require additional inspections at the change of seasons in addition to semi-annually. 2. Inspect: a. Inspection ports. b. Inflow and outflow points including the inlet/manhole and pipes. c. Discharge area. 3. Identify and Report maintenance required: a. Sediment and debris accumulation. b. System backing up. c. Flow rate change. Maintenance Procedures: 1. Conform to all local, state and federal regulations. 2. Determine if maintenance is required. If a pre-treatment device is installed, follow manufacturer recommendations. 3. Using a vacuum pump truck evacuate debris from the inflow and outflow points. 4. Flush the system with clean water forcing debris from the system. Take care to avoid extreme direct water pressure when flushing the system. 5. Repeat steps 3 and 4 until no debris is evident. These maintenance guidelines were written by Brentwood Industries, Inc. with the express purpose of providing helpful hints. These guidelines are no to be construed as the only Brentwood approved methods for StormTankTM system maintenance or the final authority in system maintenance. Check with the stormwater system owner/project engineer for their contract/specification requirements and or recommendations. Contact your local StormTankT61 distributor or Brentwood Industries for additional technical support if required. BRENTWOOD Revision: 610 Morgantown Road, Reading, PA 19611 7/26/12 P: 610-374-5109 F: 610-736-1280 Email: Stormwater(@brentwoodindustries.com 2 of 2 C=:'��NTECH° ENGINEERED SOLUTIONS CDSO Inspection and Maintenance Guide V Ian F �+ i 1- ! i i f _ ! 1 l 11111, t -r In i1.l.i _ y 7., -• y �1 _i_ �a Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as -built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 y. �# Y d�� meq' `•�-a 1' f •� t �y A� f r f . ti•� f 4 .. z� .# , "L IL i i6 tw : r + ' rt Oil �'�sr, �.Yi�� � � � �•i,� I•'iYJ��Y Y •• } J'3 RIG • s•, F•:F•r l y f ''-y ` _ " 1V M1 AA ,L 5• C `! �. __ • .�i.� +- a •tf 1^ ._ 54 *��-: #� '•�� � �*i � ri�5••..� ,�Y* ,�++G - 5i' ,��� �kFL .� Ilk- -__� .y • .y �� �•+ 1 L F � �#., _ '� 'a �'�y1,,��,} • t � � r ed i.PIF f �' • • _ _ 1 v '`1 ° L �! RF•�#��' �i� �.�y----��._;,.y32s' .:..yd. Fid' k id. + °y[,; r'.. XL' Id 5�4w I. 1 � t 3 FL di -1 i - •i .fit• l 1 • �� Lam' _ - ��+ f ._ � � • � ,rti" � A�'� - _ - I Support • Drawings and specifications are available at www.contechstormwater.com. • Site-specific design support is available from our engineers. !,2014 Contech Engineered Solutions LLC Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, stormwater, earth stabilization and wastewater treament products. For information, visit www.ContechES.com or call 800.338,1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE, SEE THE CONTECH STANDARD CONDITION OF SALES (VIEWABLE AT WWW.CONTECHES.COM/ COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; 7,517,450 related foreign patents or other patents pending. CDS Model: Location: Date l Water depth to sediment' Floatable Layer Thickness' Describe Maintenance Performed Maintenance Personnel Comments I The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. Jell yfish�D Filter Jellyfish Filter Owner's Manual C1%%b,,vPNTECH� ENGINEERED SOLUTIONS A T f,711 .. -FRAME AND COVER TOP SLAB •-L., F HI-FLO CARTRIDGES (large o, Iii; cv.:;i ACCESS STEPS OUTLET PIPE , (GROUTED IN OR i3flo7ED)� CARTRIDGE RECEPTACLES—.-,.,. RISER SECTION -' (WITH JELLYFISH DECK) SEALANT (AT EACH JOINT) SEPARATOR SKIRT— Jellyfish® Filter Owner's Manual D OWN DRAI N CARTRIDGE(S) f 5m. pr orifice) /—MAINTENANCE ACCESS WALL (MAW) ADDITIONAL RISER SECTION (IF NEEDED) DECK ASSEMBLY _ 6 INLET PIPE x ° (GROUTED IN OR BOOTED) 41 11 41 1 v 'r Id df 0 .iJ , �+fr�N {+ df y Y� —BASE SECTION 4 d WARNINGS / CAUTION 1. FALL PROTECTION may be required. 2. WATCH YOUR STEP if standing on the Jellyfish Filter Deck at any time; Great care and safety must be taken while walking or maneuvering on the Jellyfish Filter Deck. Attentive care must be taken while standing on the Jellyfish Filter Deck at all times to prevent stepping onto a lid, into or through a cartridge hole or slipping on the deck. 3. The Jellyfish Filter Deck can be SUPPERY. WHEN ET. 4. If the Top Slab, Covers or Hatches have not yet been installed, or are removed for any reason, great care must be taken to NOT DROP ANYTH-I.N,G !GHTO THE JELLYFISH FILTER DECD. The Jellyfish Filter Deck and Cartridge Receptacle Rings can be damaged under high impact loads. This type of activity voids all warranties. All damaged items to be replaced at owner's expense. 5. Maximum deck load 2 persons, total weight 225 lbs. per person. Safety Notice Jobsite safety is a topic and practice addressed comprehensively by others. The inclusions here are intended to be reminders to whole areas of Safety Practice that are the responsibility of the Owner(s), Manager(s) and Contractor(s). OSHA and Canadian OSH, and Federal, State/Provincial, and Local Jurisdiction Safety Standards apply on any given site or project. The knowledge and applicability of those responsibilities is the Contractor's responsibility and outside the scope of Contech Engineered Solutions. Confined Space Entry Secure all equipment and perform all training to meet applicable local and OSHA regulations regarding confined space entry. It is the Contractor's or entry personnel's responsibility to proceed safely at all times. Personal Safety Equipment Contractor is responsible to provide and wear appropriate personal protection equipment as needed including, but not limited to safety boots, hard hat, reflective vest, protective eyewear, gloves and fall protection equipment as necessary. Make sure all equipment is staffed with trained and/or certified personnel, and all equipment is checked for proper operation and safety features prior to use. • Fall protection equipment • Eye protection • Safety boots • Ear protection • Gloves • Ventilation and respiratory protection • Hard hat • Maintenance and protection of traffic plan Jellyfish® Filter Owner's Manual Table of Contents Chapter I 1.0 Owner Specific Jellyfish Product Information 5 Chapter 2 2.0 Jellyfish Filter System Operations & Functions 7 2.1 Components & Cartridges 8 2.2 Jellyfish Membrane Filtration Cartridges Assembly 9 2.3 Installation of Jellyfish Membrane Filtration Cartridges 9 Chapter 3 3.0 Inspection and Maintenance Overview 10 3.1 Inspection 10 3.2 Maintenance 14 3.3 Disposal Procedures 15 Chapter 4 4.0 Recommended Safety Procedures 15 4.1 Confined Space/Personal Safety Equipment/Warnings and Caution 15 Chapter 5 5.0 Jellyfish Filter Replacement Parts 5.1 Jellyfish Filter Replacement Parts List Forms 15 15 Jellyfish Filter Inspection and Maintenance Log 15 List of Figures Figure 1 — Jellyfish Filter Treatment Functions 7 Figure 2 -- Jellyfish Filter Components 8 Figure 3 — Jellyfish Membrane Filtration Cartridge 9 List of Tables Table 1 — Cartridge Lengths 1 Weights and Cartridge Lid Orifice Diameters 8 Jellyfish® Filter owner's Manual 5 Chapter 'I 1 — Owner Specific Jellyfish Filter Product Information Below you will find a reference page that can be filled out according to your Jellyfish Filter specification to help you easily inspect, maintain and order parts for your system. Owner Name: Phone Number: Site Address' Site GPS Coordinates/unit location: Unit Location Description: Jellyfish Filter Model No.: Cartridge Installation Date: No. of Hi -Flo Cartridges Length of Hi -Flo Cartridges: Lid Orifice Diameter on Hi -Flo Cartridge: No. of Draindown Cartridges' Length of Draindown Cartridges: Lid Orifice Diameter on Draindown Cartridge: No. of Blank Cartridge Lids: Online System (Yes/No)' Offline System (Yes/No)- Notes: Jellyfish® Filter Owner's Manual Chapter 2 2.0 — Jellyfish Filter System operations and Functions The Jellyfish Filter is an engineered stormwater quality treatment technology that removes a high level and wide variety of stormwater pollutants. Each Jellyfish Filter cartridge consists of multiple membrane - encased filter elements ("filtration tentacles") attached to a cartridge head plate. The filtration tentacles provide a large filtration surface area, resulting in high flow and high pollutant removal capacity. The Jellyfish Filter functions are depicted in Figure 1 below, FIGURE 1 Jellyfish Filter Treatment Functions Membrane Filtration Section View with Maintenance Access Wall (MA" Cutaway I Floatables Collection Particles Settling Ae Effluent Pipe Filtered Water 'articles Flltered Jellyfish Filter cartridges are backwashed after each peak storm event, which removes accumulated sediment from the membranes. This backwash process extends the service life of the cartridges and increases the time between maintenance events. For additional details on the operation and pollutant capabilities of the Jellyfish Filter please refer to additional details on our website at www.ContechES.com. Jellyfish® Filter Owner's Manual 7 2.1 -- Components and Cartridges The Jellyfish Filter and components are depicted in Figure 2 below. FIGURE 2 Equipment Access Manhole Structure Jellyfish Filter Components �'__ , �•�_ol ^,��:.- r + :k• .r� 2 � ° 'k., t$• �-0' ,�'.. . _ � _. _ . .�I�� I I' �., il�^I,ii, . _.. —_ _ - A' "...1'9.�a. � - i LAMa f t T 1; .r. p Inlet Pipe 1 Maintenance Access Wall Downdrain Cartridge with I (outside of backwash pool; Cartridge Deck Sediment Tentacles are available in various lengths as depicted in Table 1 below. Table I --- Cartridge Lengths 1 Weights and Cartridge Lid orifice Diameters Personnel Access Outlet Pipe Hi -Flo Cartridges with Lid {� (inside backwash pool) Backwash Pool Weir Membrane Filtration Tentacles None: Separator Skirt not shown Cartridge Lengths Dry weight HI -Flo Orifice Diameter Dra i nd own Orifice Diameter 15 inches (381 mm) 10 lbs (4.5 kg) 35 mm 20 mm 27 inches (686 mm) 14.5 lbs (6.6 kg) 45 mm 25 mm 40 inches (1,016 mm) 19.5 lbs (8.9 kg) 55 mm 30 mm 54 inches (1,372 mm) 25 lbs (11.4 kg) 70 mm 35 mm 8 Jellyfish® Filter Owner's Manual A Jellyfish membrane filtration cartridge is depicted in Figure 3 below. FIGURE 3 Head Plate Locking Nuts (above headplate) Tentacles Jellyfish Membrane Filtration Cartridge x -mo. mow Lifting Loops G -Ring Gasket (below headplate) 2.2 — Jellyfish Membrane Filtration Cartridge Assembly The Jellyfish Filter utilizes multiple membrane filtration cartridges. Each cartridge consists of removable cylindrical filtration "tentacles" attached to a cartridge head plate. Each filtration tentacle has a threaded pipe nipple and o -ring_ To attach, insert the top pipe nipples with the o -ring through the head plate holes and secure with locking nuts. Locking nuts to be hand tighten and checked with a wrench as shown below. 2.3 —Jellyfish Membrane Filtration Cartridge Installation • After the upstream catchment and site have stabilized, remove any accumulated sediment and debris from the Jellyfish Filter structure and upstream diversion structure (if applicable). Failure to address this step completely will reduce the time between required maintenance. • Descend to the cartridge deck (see Safety Notice and page 3). • Lower the Jellyfish membrane filtration cartridges into the cartridge receptacles within the cartridge deck. A filter cartridge should be placed into each of the draindown cartridge receptacles outside the backwash pool weir. It is possible dependent on the Jellyfish Filter model purchased that not all cartridge receptacles will be filled with a filter cartridge. In that case, a blank headplate and blank cartridge lid (has no orfice) would be installed. Cartridge Assembly JellyfishO Filter Owner's Manual 9 Avoid snagging the cartridge membranes on the recpticle lip when inserting the Jellyfish membrane filtration cartridges into the cartridge receptacles. Use a gentle twisting or sideways motion to clear any potential snag. Do not force the tentacles down into the cartridge receptacle, as this may damage the membranes. Apply downward pressure on the cartridge head plate to seat the rim gasket (thick circular gasket surrounding the circumference of the head plate) into the cartridge receptacle. • Examine the cartridge lids to differentiate lids with a small orifice, a large orifice, and no orifice. • Lids with a mall orifice are to be inserted into the draindown cartridge receptacles, outside of the backwash pool weir. • Lids with a large orifice are to be inserted into the hi-flo cartridge receptacles within the backwash pool weir. • Lids with no orifice (blank cartridge lids) and a bla nk headplate are to be inserted into unoccupied cartridge receptacles. • To install a cartridge lid, align the cartridge lid male threads with the cartridge receptacle female threads. Firmly twist the cartridge lid clockwise a minimum 110° to seat the filter cartridge snugly in place, with a proper watertight seal. Chapter 3 3.0 — Inspection and Maintenance overview The primary purpose of the Jellyfish Filter is to capture and remove pollutants from stormwater runoff. As with any filtration system, captured pollutants must be removed to maintain the filter's maximum treatment performance. Regular inspection and maintenance are required to insure proper functioning of the system. Maintenance frequencies and requirements are site specific and vary depending on pollutant loading. Maintenance activities may be required in the event of an upstream chemical spill or due to excessive sediment loading from site erosion or extreme runoff events. It is a good practice to inspect the system after major storm events. Inspection activities are typically conducted from surface observations and include: • Observe if standing water is present • Observe if there is any physical damage to the deck or cartridge lids • Observe the amount of debris in the Maintenance Access Wall (MAW) Maintenance activities typically include: • Removal of oil, floatable trash and debris • Removal of collected sediments from manhole sump • Rinsing and re -installing the filter cartridges • Replace filter cartridge tentacles, as needed. It is recommended that Jellyfish Filter inspection and maintenance be performed by professionally trained individuals, with experience in stormwater maintenance and disposal services. Maintenance procedures may require manned entry into the Jellyfish structure. only professional maintenance service providers trained in confined space entry procedures should enter the vessel. Procedures, safety and damage prevention precautions, and other information, included in these guidelines, should be reviewed and observed prior to all inspection and maintenance activities. 3.1 — Inspection 3.1.1 —Timing Inspection of the Jellyfish Filter is key in determining the maintenance requirements for, and to develop a history of the site's pollutant loading characteristics. In general, inspections should be performed at the times indicated below; or per the approved project stormwater quality documents (if applicable), whichever is more frequent. • Post -construction inspection is required prior to putting the Jellyfish Filter into service. All construction debris or construction -related sediment within the device must be removed, and any damage to system components repaired. • A minimum of two inspections during the first year of operation to assess the sediment and floatable pollutant accumulation, and to ensure proper functioning of the system. 10 JellyfishO Filter Owner's Manual Inspection frequency in subsequent years is based on the inspection and maintenance plan developed in the first year of operation. Minimum frequency should be once per year. • Inspection is recommended after each major storm event. • Immediately after an upstream oil, fuel or other chemical spill. 3.1.2 — Inspection Tools and Equipment The following equipment and tools are typically required when performing a Jellyfish Filter inspection- • Access cover lifting tool • Sediment probe (clear hollow tube with check valve) • Tape measure • Flashlight • Camera • Inspection and maintenance log documentation • Safety cones and caution tape • Hard hat, safety shoes, safety glasses, and chemical -resistant gloves 3.1.3 — Inspection Procedure The following procedure is recommended when performing inspections: • Provide traffic control measures as necessary. • Inspect the MAW for floatable pollutants such as trash, debris, and oil sheen. • Measure oil and sediment depth by lowering a sediment probe through the MAW opening until contact is made with the floor of the P I structure. Retrieve the probe, record sediment depth, and presences d_ of any oil layers and repeat in multiple locations within the MAW opening. Sediment depth of 12 inches or greater indicates maintenance is required. • Inspect cartridge lids. Missing or damaged cartridge lids to be replaced. • Inspect the MAW, cartridge deck, and backwash pool weir for cracks or broken components. If damaged, repair is required. -- } • Dry weather inspections: inspect the cartridge deck for standing water. • No standing water under normal operating condition. Standing water inside the backwash pool, but not outside the The depth of sediment and oil can be measured from the surface by using a sediment probe ordipstick backwash pool, this condition indicates that the filter cartridges tube equipped with a ball check valve and need to be rinsed. inserted through the Jellyfish Filter's maintenance • Standing water outside the backwash pool may indicate a access wall opening. The large opening provides backwater condition caused by high water elevation in the convenient access for inspection and vacuum removal of water and pollutants. receiving water body, or possibly a blockage in downstream infrastructure. • Wet weather inspections: observe the rate and movement of water in the unit. Note the depth of water above deck elevation within the MAW. • Less than 6 inches, flow should be exiting the cartridge lids of each of the draindown cartridges (i.e. cartridges located outside the backwash pool). • Greater than 6 inches, flow should be exiting the cartridge lids of each of the draindown cartridges and each of the hi-flo cartridges (i.e. cartridges located inside the backwash pool), and water should be overflowing the backwash pool weir. • 18 inches or greater and relatively little flow is exiting the cartridge lids and outlet pipe, this condition indicates that the filter cartridges are occluded with sediment and need to be rinsed. JellyfishO Filter Owner's Manual 3.2 — Maintenance 3.2.1 — Maintenance Requirements Required maintenance for Jellyfish Filter units is based upon results of the most recent inspection, historical maintenance records, or the site specific water quality management plan; whichever is more frequent. In general, maintenance requires some combination of the following: • Sediment removal for depths reaching 12 inches or greater, or within 3 years of the most recent sediment cleaning, whichever occurs sooner. • Floatable trash, debris, and oil must be removed. • Filter cartridges rinsed and re -installed as required by the most recent inspection results, or within 12 months of the most recent filter rinsing, whichever occurs first. • Replace filter cartridge if rinsing does not remove accumulated sediment from the tentacles, or if tentacles are damaged or missing. It is recommended that tentacles should remain in service no longer than 5 years before replacement. • Damaged or missing cartridge deck components must be repaired or replaced as indicated by results of the most recent inspection. • The unit must be cleaned out and filter cartridges inspected immediately after an upstream oil, fuel, or chemical spill. Filter cartridge tentacles should be replaced if damaged by the spill. 3.2.2 — Maintenance Tools and Equipment The following equipment and tools are typically required when performing Jellyfish Filter maintenance: • Vacuum truck • Ladder Garden hose and low pressure sprayer • Rope or cord to lift filter cartridges from the cartridge deck to the surface • Adjustable pliers for removing filter cartridge tentacles from cartridge head plate • Plastic tub or garbage can for collecting effluent from rinsed filter cartridge tentacles • Access cover lifting tool • Sediment probe (clear hollow tube with check valve) • Tape measure • Flashlight • Camera • Inspection and maintenance log documentation • Safety cones and caution tape • Hard hats, safety shoes, safety glasses, chemical -resistant gloves, and hearing protection for service providers • Proper safety equipment for confined space entry Replacement filter cartridge tentacles if required 3.2.3 — Maintenance Procedure The following procedures are recommended when maintaining the Jellyfish Filter: • Provide traffic control measures as necessary. • Open all covers and hatches. Use ventilation equipment as required, according to confined space entry procedures. • Caution: Dropping objects onto the cartridge deck may cause damage. • Perform Inspection Procedure prior to maintenance activity. • To access the cartridge deck for filter cartridge service, descend the ladder and step directly onto the deck. Caution: Do not step onto the maintenance access wall (MANN) or backwash pool weir, as damage may result. Note that the cartridge deck may be slippery. 3.2.4 — Filter Cartridge Rinsing Procedure • Remove a cartridge lid. • Remove the cartridge from the receptacle using the lifting loops in the cartridge head plate. Caution: Should 12 Jellyfish® filter Owner's Manual a snag occur, do not force the cartridge upward as damage to the tentacles may result. Rotate the cartridge with a slight sideways motion to clear the snag and continue removing the cartridge. • Thread a rope or cord through the lifting loops and lift the filter cartridge from the cartridge deck to the top surface outside the structure. • Caution: Immediately replace and secure the lid on the exposed empty receptacle as a safety precaution. Never expose more than one empty cartridge receptacle. Repeat the filter cartridge removal procedure until all of the cartridges are located at the top surface outside the structure. Disassemble the tentacles from each filter cartridge by rotating counter -clockwise. Remove the tentacles from the cartridge head plate. • Position a receptacle in a plastic tub or garbage can such that the rinse water is captured. Using a low-pressure garden hose sprayer, direct a wide-angle water spray at a downward 450 angle onto the tentacle membrane, sweeping from top to bottom along the length of the tentacle. Rinse until all sediment is removed from the membrane. Caution: Do not use a high pressure sprayer or focused stream of water on the membrane. Excessive water pressure may damage the membrane. Turn membrane upside down and pour out any residual rinsewater to ensure center of tentacle is clear of any sediment. Remove rinse water from rinse tub or garbage can using a vacuum hose as needed. Rinsing of dirty filter cartridge tentacles with a low-pressure garden hose sprayer, and using a plastic garbage container to capture rinse water. • Slip the o -ring over the tentacle nipple and reassemble onto the cartridge head plate; hand -tighten. • If rinsing is ineffective in removing sediment from the tentacles, or if tentacles are damaged, provisions must be made to replace the spent or damaged tentacles with new tentacles. Contact Contech to order replacement tentacles. Lower a rinsed filter cartridge to the cartridge deck. Remove the cartridge lid on a receptacle and carefully lower the filter cartridge into the receptacle until the head plate gasket is seated squarely on the lip of the receptacle. Caution: Should a snag occur when lowering the cartridge into the receptacle, do not force the cartridge downward; damage may occur. Rotate the cartridge with a slight sideways motion to clear the snag and complete the installation. Replace the cartridge lid on the exposed receptacle. Rinse away any accumulated grit from the receptacle threads if needed to get a proper fit. Align the cartridge lid male threads with the cartridge receptacle female threads. Firmly twist the cartridge lid clockwise a minimum 1100 to seat the filter cartridge snugly in place, with a proper watertight seal. Repeat cartridge installation until all cartridges are installed. 3.2.5 — Vacuum Cleaning Procedure • Caution: Perform vacuum cleaning of the Jellyfish Filter only after filter cartridges have been removed from the system. Access the lower chamber for vacuum cleaning only through the maintenance access wall (MAW) opening, being careful not to damage the flexible plastic separator skirt that is attached to the underside of the deck. The separator skirt surrounds the filter cartridge zone, and could be torn if contacted by the wand. Do not lower the vacuum wand through a cartridge receptacle, as damage to the receptacle ►will result. • To remove floatable trash, debris, and oil, lower the vacuum hose into the MAW opening and vacuum floatable pollutants off the surface of the water. Alternatively, floatable solids may be removed by a net or skimmer. • Using a vacuum hose, remove the water from the lower chamber to the sanitary sewer, if permitted by the local regulating authority, or into a separate containment tank. • Remove the sediment from the bottom of the unit through the MAW opening. • For larger diameter Jellyfish Filter manholes (8 --ft, 1 0 -ft, 12 -ft diameter), complete sediment removal may be facilitated by removing a cartridge lid from an empty receptacle and inserting a jetting wand (not a vacuum wand) through the receptacle. Use the sprayer to rinse loosened sediment toward the vacuum hose in the MAW opening, being careful not to damage the receptacle.. • After the unit is clean, re -fill the lower chamber with water if required by the local jurisdiction, and re -install filter cartridges. • Dispose of sediment, floatable trash and debris, oil, spent tentacles, and water according to local regulatory requirements. Jellyfish® Filter Owner's Manual 13 3.2.6 — Chemical Spills • Caution: If a chemical spill has been captured by the Jellyfish Filter, do not attempt maintenance. Immediately contact the local hazard response agency. x. v 1 7 a Ij i ti : + or 00 , 9 1 + v v Lr A maintenance worker stationed on the surface uses a vacuum hose to evacuate water, sediment, and floatables from the Jellyfish Filter by inserting the vacuum wand through the maintenance access wall opening. A view of a Jellyfish Filter cartridge deck from the surface showing all the cartridge lids intact and no standing water on the deck (left image), and inspection of the flexible separator skirt from inside the maintenance access wall opening (right image). y i P Assembly of a Jellyfish Filter cartridge (left) and installation of a filter cartridge into a cartridge receptacle in the deck (right). 14 Jellyfish® Filter owner's Manual 3.3 — Disposal Procedures Disposal requirements for recovered pollutants and spent filtration tentacles may vary depending on local guidelines. In most areas the sediment and spent filtration tentacles, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. Petroleum-based pollutants captured by the Jellyfish Filter, such as oil and fuels, should be removed and disposed of by a licensed waste management company. Although the Jellyfish Filter captures virtually all free oil, a sheen may still be present at the MAW. A rainbow or sheen can be visible at oil concentrations of less than 10 mg/L (ppm). Chapter 4 4 — Recommended Safety Procedures Jobsite safety is a topic and a practice addressed comprehensively by others. The inclusions here are merely reminders to whole areas of Safety Practice that are the responsibility of the Owner(s), Manager(s) and Contractor(s). OSHA and Canadian OSH, and Federal, State/Provincial, and Local Jurisdiction Safety Standards apply. 4.1 — Confined Space/Personal Safety Equipment/Warning and Cautions Please see reference on Page 3. Chapter 5 5 — Jellyfish Filter Replacement Parts Jellyfish membrane filtration cartridges, cartridge components, cartridge lids, other replacement parts can be ordered by contacting Contech Engineered Solutions at: Phone: 800-338-1122 Email: info@conteches.com Website: www.ContechES.com 5.1 —Jellyfish Filter Replacement Parts List Note: Jellyfish Cartridges and/or Filtration tentacles are available in the following lengths: • 15 Inch (381 mm) • 27 Inch (686 mm) • 40 Inch (1,016 mm) • 54 Inch (1,372 mm) • Jellyfish Cartridge (specify length). Includes head plate with lifting loops, rim gasket, eleven (11) filtration tentacles, eleven (11) o -rings, and eleven (11) locking nuts • Standard Head plate • Blank head plate • Rim gasket (for head plate) • Locking nuts (for tentacles) • 0 -rings (for tentacles) • Cartridge lids are available with the following orifice sizes: 70mm, 55mm, 45mm, 35mm, 30mm, 25mm, 30mm, blank lid (no orifice) • Maintenance Access Wall (MAW) extension (18 -inch segment) * Nothing in this catalog should be construed as an expressed warranty or implied warranties, including the warranties of merchantability and of fitness for any particular purpose. Jellyfish® Filter Owner's Manual 15 Jellyfish Filter Inspection and Maintenance Log Owner: Location Land Use: Commercial: Industrial: Road/Highway: I Airport: Jellyfish Model No.: GPS Coordinates: Service Station: Residential: Parking Lot: DatelTime: I nspector: Maintenance Contractor: Visible ail Present: (YIN) Oil Quantity Removed Floatable Debris Present: (YIN) Floatable Debris removed: (YIN) Water Depth in Backwash Pool Draindown Cartridges externally rinsed and re -commissioned: (YIN) New tentacles put on Cartridges: (YIN) Hi -Flo cartridges externally rinsed and recommissioned (YIN): New tentacles put on Hi -Flo Cartridges: (YIN) Sediment Depth Measured: (YIN) Sediment Depth (inches or mm): Sediment Removed: (YIN) Cartridge Lids intact- (Y/N) Observed Damage: Comments: 16 Jellyfish® Filter Owner's Manual JFF_OM_10114 of UnIrl Ifinn Module BRENTWOOD" Contents 1.0 Introduction 2.0 Product Information 3.0 Manufacturing Standards 4.0 Structural Response 5.0 Foundation 6.0 System Materials 7.0 connections 8.0 Pretreatment 4.0 Additional Considerations 10.0 Inspection & Maintenance 11.0 System Sizing 12.0 Detail Drawings 13.0 Specifica I ions 14.0 Appendix - Bearing Capacity Tables General Notes 1, Brentwood recommends that the installing contractor contact either Brentwood or the local distributor prior to installation of the system to schedule a pre -construction meeting. This meeting will ensure that the installing contractor has a firm understanding of the installation instructions. 2. All systems must be designed and installed to meet or exceed Brentwood's minimum requirements. Although Brentwood offers support during the design, review, and construction phases of the Module system, it is the ultimate responsibility of the Engineer of Record to design the system in full compliance with all applicable engineering practices, laws, and regulations. 3. Brentwood requires a minimum cover of 24" (610 mm) and/or a maximum Module invert of 11'(3.35 m). Additionally, a minimum 6" (152 mm) leveling bed, 12" (305 mm) side backfill, and 12" (305 mm) top backfill are required on every system. 4. Brentwood recommends a minimum bearing capacity and subgrade compaction for all installations. If site conditions are found not to meet any design requirements during installation, the Engineer of Record must be contacted immediately. 5. All installations require a minimum two layers of geotextile fabric, one layer is to be installed around the Modules, and another layer is to be installed between the stone/soil interfaces. 6. Stone backfilling is to follow all requirements of the most current installation instructions. 7. The installing contractor must apply all protective measures to prevent sediment from entering the system during and after installation per local, state, and federal regulations. 8. The StormTank' Module carries a Limited Warranty, which can be accessed at www.brentwoodindustries.com. 1.0 Introduction About Brentwood Brentwood is a global manufacturer of custom and proprietary products and systems for the construction, consumer, medical, power, transportation, and water industries. A focus on plastics innovation, coupled with diverse production capabilities and engineering expertise, has allowed Brentwood to build a strong reputation for thermoplastic molding and solutions development. Brentwood's product and service offerings continue to grow with an ever-increasing manufacturing presence. By emphasizing customer service and working closely with clients throughout the design, engineering, and manufacturing phases of each project, Brentwood develops forward -thinking strategies to create targeted, tailored solutions. StormTank' Module Jhe StormFank Module is a strong, yet lightweight, alternative to other subsurface systems and offers the largest void space (up to 97%) of any subsurface stormwater storage unit on the market. The Modules are simple to assemble on site, limiting shipping costs, installation time, and labor. Their structural PVC columns pressure fit into the polypropylene top/bottom platens, with side panels inserted around the perimeter of the system. This open design and lack of internal walls make the Module system easy to clean compared to other subsurface box structures. When properly designed, applied, installed, and maintained, the Module system has been engineered to achieve a 50 -year lifespan. Technical Support Brentwood's knowledgeable distributor network and in-house associates emphasize customer service and support by parterning with customers to extend the process beyond physical material supply. These trained specialists are available to assist in the review of proposed systems, conversions of alternatively designed systems, or to resolve any potential concerns before, during, and after the design process. To provide the best assistance, it is recommended that associates be provided with a site plan and cross-sections that include grading, drainage structures, dimensions, etc. r7e. LA 3.0 Manufacturing Standards Brentwood selects material based on long-term performance needs. To ensure long- term performance and limit component deflection over time (creep), Brentwood selected polyvinyl chloride {PVC} for the Module's structural columns and a virgin polypropylene (PP) blend for the top/bottom and side panels. PVC provides the largest creep resistance of commonly available plastics, and therefore, provides the best performance under loading conditions. Materials like polyethylene (HDPE) and recycled PP have lower creep resistance and are not recommended for load-bearing products and applications. Materials: Brentwood's proprietary PVC and PP copolymer resins have been chosen specifically for utilization in the StormTank' Module. The PVC is blended in house by experts and is a 100% blend of past-manuacturinglpre-consumer recycled material. Both materials exhibit structural resilience and naturally resist the chemicals typically found in stormwater runoff. Methods: fi2jeotion Molding The Module's top/bottom platens and side panels are injection molded, using proprietary molds and materials. This allows Brentwood to manufacture a product that meets structural requirements while maintaining dimensional control, molded -in traceability, and quality control. E,,,,,xtru,,,sion , Brentwood's expertise in PVC extrusion allows the structural columns to be manufactured in house. The column extrusion includes the internal structural ribs required for lateral support. Quality Control Brentwood maintains strict quality control in order to ensure that materials and the final product meet design requirments. This quality assurance program includes full material property testing in accordance with American Society for Testing and Materials (ASTM) standards, full -part testing, and process testing in order to quantify product performance during manufacturing. Additionally, Brentwood conducts secondary finshed-part testing to verify that design requirements continue to be met post -manufacturing. All Module parts are marked with traceability information that allows for tracking of manufacturing. Brentwood maintains equipment at all manufacturing locations, as well as at its corporate testing lab, to ensure all materials and products meet all requirements. 4.0 Structural Response Structural Design The Module has been designed to resist loads calculated in accordance with the American Association of State Highway and Transportation Official's (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design manual. This fully factored load includes a multiple presence factor, dynamic load allowance, and live load factor to account for real-world situations. This loading was considered when Brentwood developed both the product and installation requirements. The developed minimum cover ensures the system maintains an adequate resistance factor for the design truck (HS -20) and HS -25 loads. Full -Scale Product Testing Engineers at Brentwood's in-house testing facility have completed full-scale vertical and lateral tests on the Module to evaluate product response. To date, Brentwood continues in-house testing in order to evaluate long-term creep effects. Fully Installed System Testing Brentwood's dedication to providing a premier product extends to fully installed testing. Through a partnership with Queen's University's GeoEngineering Centre in Kingston, Ontario, Brentwood has conducted full-scale installation tests of single- and double -stacked Module systems to analyze short- and long-term performance. Testing includes short-term ultimate limit state testing under fully factored AASHTO loads and minimum installation cover, lateral load testing, long-term performance and lifecycle testing utilizing time - temperature superposition, and load resistance development. Side backfill material tests were also performed to compare the usage of sand, compacted stone, and uncompacted stone. 66 A9%L 5.0 Foundation The foundation (subgrade) of the subsurface storage structure may be the most important part of the Module system installation as this is the location where the system applies the load generated at the surface. If the subgrade lacks adequate support or encounters potential settlement, the entire system could be adversely affected. Therefore, when implementing an underground storage solution, it is imperative that a geotechnical investigation be performed to ensure a strong foundation. Considerations & Requirements: 11i�'(Iri I)q Capac:i kV The bearing capacity is the ability of the soil to resist settlement. In other words, it is the amount of weight the soil can support. This is important versus the native condition because the system is replacing earth, and even though the system weighs less than the earth, the additional load displacement of the earth is not offset by the difference in weight. Using the Loading and Resistance Factor Design (LRFD) calculation for bearing capacity, Brentwood has developed a conservative minimum bearing capacity table (see Appendix). The Engineer of Record shall reference this table to assess actual cover versus the soil bearing required for each unit system. UnOtilIg zpnos Limiting zones are conditions in the underlying soils that can affect the maximum available depth for installation and can reduce the strength and stability of the underlying subgrade. The three main forms of limiting zones are water tables, bedrock, and karst topography. It is recommended that a system be offset a minimum of 12" (305 mm) from any limiting zones. Com(tion Soil compaction occurs as the soil particles are pressed together and pore space is eliminated. By compacting the soils to 95% (as recommended by Brentwood), the subgrade strength will increase, in turn limiting both the potential for the soil to move once installed and for differential settlement to occur throughout the system. If designing the specific compaction requirement, settlement should be limited to less than 1 " (25 mm) through the entire subgrade and should not exceed a 112" (13 mm) of differential settlement between any two adjacent units within the system overtime. Mrtigaior� If a minimum subgrade bearing capacity cannot be achieved because of weak soil, a suitable design will need to be completed by a Geotechnical Engineer. This design may include the over - excavation of the subgrade and an engineered fill or slurry being placed. Additional material such as geogrid or other products may also be required. Please contact a Geotechnical Engineer prior to selecting products or designing the subgrade. Soil Profile Water Table Zones 6.0 System Materials Geotextile Fabric The 6 --ounce geotextile fabric is recommended to be installed between the soil and stone interfaces around the Modules to prevent soil migration. Leveling Bed The leveling bed is constructed of 6" -thick (152 mm) angular stone (Table 2). The bed has not been designed as a structural element but is utilized to provide a level surface for the installation of the system and provide an even distribution of load to the subgrade. Stone Backfill The stone backfill is designed to limit the strain on the product through displacement of load and ensure the product's longevity. Therefore, a minimum of 12" -wide (305 mm) angular stone must be placed around all sides of the system. In addition, a minimum layer of 12" (305 mm) angular stone is required on top of the system. All material is to be placed evenly in 12" (305 mm) lifts around and on top of the system and aligned with a vibratory plate compactor, Table 2. Approved Backfill Material Impermeable Liner In designs that prevent runoff from infiltrating into the surrounding soil (detention or reuse applications) or groundwater from entering the system, an impermeable liner is required. When incorporating a liner as part of the system, Brentwood recommends using a manufactured product such as a PVC liner, This can be installed around the Modules themselves or installed around the excavation (to gain the benefit of the void space in the stone) and should include an underdrain system to ensure the basin fully drains. This liner is installed with a layer of geotextile fabric on both sides to prevent puncture, in accordance with manufacturer recommendations. 7.0 Connections Stormwater runoff must be able to move readily in and out of the StormTank' Module system. Brentwood has developed numerous means of connecting to the system, including inlet/outlet ports and direct abutment to a catch basin or endwall. All methods of connection should be evaluated as each one may offer a different solution. Brentwood has developed drawings to assist with specific installation methods, and these are available at.y%,-v�,v.btentwoorlindustries.com. IIt[OC/Outlet and Pipe Connections To facilitate easy connection to the system, Brentwood manufactures two inlet/outlet ports. They are 12" (305 mm) and 14" (356 mm), respectfully, and utilize a flexible coupling connection to the adjoining pipe. Another common installation method is to directly connect the pipe to the system. In order to do this, an opening is cut into the side panels, the pipe is inserted, and then the system is wrapped in geotextile fabric. when utilizing this connection method, the pipe must be located a minimum of 3" (76 mm) from the bottom of the system. This provides adequate clearance for the bottom platen and the required strength in the remaining side panel. To maintain the required clearances or reduce pipe size, it may be necessary to connect utilizing a manifold system. Direct Abutment The system can also be connected by directly abutting Modules to a concrete catch basin or endwall. This allows for a seamless connection of structures in close proximity to the system and eliminates the need for numerous pipe connections. When directly abutting one of these structures, remove any side panels that fully abut the structure, and make sure it is flush with the system to prevent material migration into the structure. r■rr_r_Mrzw_ Underdrains are typically utilized in detention applications to ensure the system fully drains since infiltration is limited or prohibited. The incorporation of an underdrain in a detention application will require an impermeable liner between the stone -soil interface. Cleanout Ports Brentwood understands the necessity to inspect and clean a subsurface system and has designed the Module without any walls to allow full access. Brentwood offers three different cleanout/ observation ports for utilization with the system. The ports are made from PVC, provide an easy means of connection, and are available in 6" (152 mm), 8" (203 mm) and 10" (254 mm) diameters. The 10" (254 mm) port is sized to allow access to the system by a vacuum truck suction hose for easy debris removal. It is recommended that ports be located a maximum of 30'(9.14 m) on center to provide adequate access, ensure proper airflow, and allow the system to completely fill. Air Flow f Ventilation and Air Flow 8.Q Pretreatment Removing pollutants from stormwater runoff is an important component of any stormwater management plan. Pretreatment works to prevent water quality deterioration and also plays an integral part in allowing the system to maintain performance over time and increase longevity. Treatment products vary in complexity, design, and effectiveness, and therefore, should be selected based on specific project requirements. Typical Stormwater System © Inlet Pir)ina 0 Pretreatment E� Storaae Basin 0 SM8111 Zormoijule offitaim"710 lie'I'd � O AAFF UM Iiyll 41111 StormTank' Shield Brentwood's StormTank Shield provides a low-cost solution for stormwater pretreatment. Designed to improve sumped inlet treatment, the Shield reduces pollutant discharge through gross sediment removal and oil/water separation. For more information, please visit www.b rentwood i ndustries.com. Debris Row (Easy Cleanout) An essential step of designing, installing, and maintaining a subsurface system is preventing debris from entering the storage. This can be done by incorporating debris rows (or bays) at the inlets of the system to prevent debris from entering the rest of the system. The debris row is built into the system utilizing side panels with a 12" (305 mm) segment of geotextile fabric. This allows for the full basin capacity to be utilized while storing any debris in an easy -to -remove location. To calculate the number of side panels required to prevent backing up, the opening area of the side panels on the area above the geotextile fabric has been calculated and compared to the inflow pipe diameter. Debris row cleanout is made easy by including 10" (254 mm) suction ports, based on the length of the row, and a 6" (152 mm) saddle connection to the inflow pipe. If the system is directly abutting a catch basin, the saddle connection is not required, and the flush hose can be inserted through the catch basin. Debris is then flushed from the inlet toward the suction ports and removed. Brentwood has developed drawings and specifications that are available at www.brentwoodindustries.com to illustrate the debris row configuration and layouts. INFLUENT "WYE" CONNECTION INFLUENT PIPE r0Mr__Rr-TP rni i nQ CONCRETE COLLAR 10" (254 mm) RISER Debris Row Section Detail N STORMTANK MODULE DEBRIS ROW PERIMETER SIDE PANELS 12" (305 mm) HIGH GEOTEXTILE DEBRIS FILTER (MIRAFI 135N OR APPROVED EQUAL) COLLECTED DEBRIS BUILDUP (SHOWN FOR CLARITY) 9.0 Additional Considerations Many variable factors, such as the examples below, must be taken into consideration when designing a StormTank"' Module system. As these considerations require complex calculations and proper planning, please contact Brentwood or your local distributor to discuss project -specific requirements. Adaptability The Modules can be arranged in custom configurations to meet tight site constraints and to provide different horizontal and edge configurations, Modules can also be stacked, to a maximum 2 units tall, to meet capacity needs and can be buried to a maximum invert of 11'(3.35 m) to allow for a stacked system or deeper burial. Adjacent Structures The location of adjacent structures, especially the location of footings and foundations, must be taken into consideration as part of system w sir .._. - 1P 1 i � JYF �.�:.sem ` � i _. �;. �.. _ .� �•'� 1. • { 4 t Y• i - f t A • � '� ■ OP 7. 44 J Site Plan Module Layout Adaptability (Storm I-onk Modules shown in blue) design. The foundation of a building or retaining wall produces a load that is transmitted to a footing and then applied to the surface below. The footing is intended to distribute the line load of the wall over a larger area without increasing the larger wall's thickness. The reason this is important is because the load the footing is applying to the earth is distributed through the earth and could potentially affect a subsurface system as either a vertical load to the top of the Module or a lateral load to the side of the Module. Based on this increased loading, it is recommended that the subsurface system either maintain a distance away from the foundation, footing equal to the height between the Module invert and structure invert of the system, or the foundation or footing extend at a minimum to the invert of the subsurface system. By locating the foundation away from the system or equal to the invert, the loading generated by the structure does not get transferred onto the system. It is recommended that all adjacent structures be completed prior to the installation of the Modules to prevent construction loads from being imparted on the system. Adjacent Excavation The subsurface system must be protected before, during, and after the installation. Once a system is installed, it is important to remember that excavation adjacent to the system could potentially cause the system to become unstable. The uniform backfilling will evenly distribute the lateral loads to the system and prohibit the system from becoming unstable and racking from unequal loads. However, it is recommended that any excavation adjacent to a system remain a minimum distance away from the system equal to the invert. This will provide a soil load that is equal to the load applied by the opposite side of the installation. If the excavation is to exceed the invert of the system, additional analysis may be necessary. Sloped Finished Grade Much like adjacent excavation, a finished grade with a differential cover could potentially cause a subsurface system to become disproportionately loaded. For example, if one side of the system has 10'(3.05 m) of cover and the adjacent side has 24" (610 mm) of cover, the taller side will generate a higher lateral load, and the opposite side may not have an equal amount of resistance to prevent a racking of the system. Additional evaluation may be required when working on sites where the final grade around a system exceeds 5%. 10.0 Inspection & Maintenance Description Proper inspection and maintenance of a subsurface stormwater storage system are vital to ensuring proper product functioning and system longevity. It is recommended that during construction the contractor takes the necessary steps to prevent sediment from entering the subsurface system. This may include the installation of a bypass pipe around the system until the site is stabilized. The contractor should install and maintain all site erosion and sediment per Best Management Practices (BMP) and local, state, and federal regulations. Once the site is stabilized, the contractor should remove and properly dispose of erosion and sediment per BMP and all local, state, and federal regulations. Care should be taken during removal to prevent collected sediment or debris from entering the stormwater system. Once the controls are removed, the system should be flushed to remove any sediment or construction debris by following the maintenance procedure outlined below. During the first service year, a visual inspection should be completed during and after each major rainfall event, in addition to semi- annual inspections, to establish a pattern of sediment and debris buildup. Each stormwater system is unique, and multiple criteria can affect maintenance frequency. For example, whether or not a system design includes inlet protection or a pretreatment device has a substantial effect on the system's need for maintenance. Other factors include where the runoff is coming from (hardscape, gravel, soil, etc.) and seasonal changes like autumn leaves and winter salt. During and after the second year of service, an established annual inspection frequency, based on the information collected during the first year, should be followed. At a minimum, an inspection should be performed semi-annually. Additional inspections may be required at the change of seasons for regions that experience adverse conditions (leaves, cinders, salt, sand, etc). Maintenance Procedures Inspection: 1. Inspect all observation ports, inflow and outflow connections, and the discharge area. 2. Identify and log any sediment and debris accumulation, system backup, or discharge rate changes. 3. If there is a sufficient need for cleanout, contact a local cleaning company for assistance. Cleaning: 1. If a pretreatment device is installed, follow manufacturer recommendations. 2. Using a vacuum pump truck, evacuate debris from the inflow and outflow points. 3. Flush the system with clean water, forcing debris from the system. 4. Repeat steps 2 and 3 until no debris is evident. 12, 1 1.0 System Sizing System Sizing Calculation This section provides a brief description of the process required to size the 5tormTank° Module system, If you need additional assistance in determining the required number of Modules or assistance with the proposed configuration, it is recommended that you contact Brentwood or your local distributor. Additionally, Brentwood's volume calculator can help you to estimate the available storage volumes with and without stone storage. This tool is available at w�pirw,l)ri:- ritvv iodiiicit,stries.com. 1. Determine the required storage volume (Vs): It is the sole responsibility of the Engineer of Record to calculate the storage volume in accordance with all local, state, and federal regulations. 2. Determine the required number of Modules (N): If the storage volume does not include stone storage, take the total volume divided by the selected Module storage volume. If the stone storage is to be included, additional calculations will be required to determine the available stone storage for each configuration, 3. Determine the required volume of stone (Vstone): The system requires a minimum 6" (152 mm) leveling bed, 12" (305 mm" backfill around the system, and 12" (305 mm) top backfill utilizing 3/4"X19 mm) angular clean stone. Therefore, take the area of the system times the leveling bed and the top backfill. Once that value is determined, add the volume based on the side backfill width times the height from the invert of the Modules to the top of the Modules. 4. Determine the required excavation volume (Vexcv): Utilizing the area of the system, including the side backfill, multiply by the depth of the system including the leveling bed. It is noted that this calculation should also include any necessary side pitch or benching that is required for local, state, or federal safety standards. 5. Determine the required amount of geotextile (G): The system utilizes a multiple layer system of geotextile fabric. Therefore, two calculations are required to determine the necessary amount of geotextile. The first layer surrounds the entire system (including all backfill), and the second layer surrounds the Module system only. It is recommended that an additional 20% be included for waste and overlap. 14 0*284 0.344 0.370 204 0,370 ;f. f 0370 30 ..f 0370 {. # ,{..7 0 .°14 0.370 }.e,o } q.,370 0.370r s . 0370 0.370Y} 7 0 0.370 0,370 0-17o 0.370 0.3 f 370 0,370 0.310 0370 0.344 0.370 Q.3?Q . 7 0.370 0.370 0.3 0 01370 D.370 0.370 13.370 0.370 0.370 0.370 0 3,10 0.370 0.370 0370 0,370 0,370 0.370 0,370 .370° 0 X70 0,344 0.370 f1, 3 7Q 0370 070 0¢370 0.370 0.h 0,370 0.370 , 7 0.370 0.31 , 0.370 0.370 0.370 0,370 0.370 0,37 0370 0.370 0370 0.370 0}37,0 0,370 0.370 0.370 0370 Vo 0.370 0.370 0.370 0.370, r0 0,370 0.370 0.370 0-37003 7 0 0.370 0.370 0370 } 0.370 0370 0.370 0.370 D370 0L 70 0.370 olia 0.370 0.370 0.370 0,370 0r...7° 0.370 0. i 0 0.370 0.370 0 0.370 ^' 0.370 0.370 0.370 0.370 :3" � 0 370 0.370 0.3711 0.370 �a,370 0 '70 0 370 0.344 0,344 0.344 r 030 0344 0.284 10.284 0-284 02,84 0.000 fl.ODO 0,000 * ,0.000 0.000 14 Material Project Name: By; Location- Date: System Requirements Required Storage ................ _... .......................... _ ft3 (m3) . Number of Modules __ .............._.,,...o_.,,..... i ..... _I Each Module Storage ft (ml) Stone Storage _ I ft3 m3 Module Footprint I ft' (ml) Number of Modules x 4.5 ft' (0.42 ml) System Footprint w/ Stone ft' (m2) Module Footprint + 1 ft (0.3048 m) to each edge Stone ,� Tons k Leveling Bed +Side backfill + To Backfill _. ................ .... (g) 9 p 3 3 Volume of Excavation l d m System Footprint w Stone x Total Height Y() Y p � g - — �� Area of Geotextile yd' (m) wrap around Modules + Wrap around Stone/Soil Interface System Cost Modules Stone Excavation Geotexti I e Quantity Unit Price Total 3 3 I ft3 3 f I . - _ Tons (kg) X $ ` Tons (kg) Y v 3 3 n'� 3 3 — - - :._ ....... Z .?YdW) $ YW) $ . ............... ..�... l..... luiil..i...i...i. Subtotal = $. Tons = $ ul. Material costs may not include freight. Please contact Brentwood or your local distributor for this information. 12.0 D Brentwood has developed numerous drawings for utilization when specifying a StormTank' Module system. Below are some examples of drawings available at . w.br ritwoodindustries.com. 1 1 } of t. �-16 -- Agea, s c r l4 i� i �y y � -•�■ tea.. �r���•�p1�.'��t F ... _TW1 1 •. t ui%i� * n !� 1W. t "-.-�.k,� f # - ' -•tam t ir�+w i + OWL a t cif d +.-gid • ,.. _ 'kv k Ie Z ;W Y a 7 ''dab. 13.0 Specifications 1) General a) This specification shall govern the implementation, performance, material, and fabrication pertaining to the subsurface stormwater storage system. The subsurface stormwater storage system shall be manufactured by Brentwood Industries, Inc., 500 Spring Ridge Drive, Reading, PA 19610 (610,374.5109), and shall adhere to the following specification at the required storage capacities, b) All work is to be completed per the design requirements of the Engineer of Record and to meet or exceed the manufacturer's design and installation requirements. 2) Subsurface Stormwater Storage System Modules a) The subsurface stormwater storage system shall be constructed from virgin polypropylene and 100% recycled PVC to meet the following requirements: i) High -Impact Polypropylene Copolymer Material (1) Injection molded, polypropylene, top/bottom platens and side panels formed to a dimension of 36" (914 mm) long by 18" (457 mm) wide [nominal]. ii) 100% Recycled PVC Material (1) PVC conforming to ASTM D-1784 Cell Classification 12344 b-12454 B. (2) Extruded, rigid, and 100% recycled PVC columns sized for applicable loads as defined by Section 3 of the AASHTO LRFD Bridge Design Specifications and manufactured to the required length per engineer -approved drawings. iii) Platens and columns are assembled on site to create Modules, which can be uniformly stacked up to two Modules high, in vertical structures of variable height (custom for each project). iv) Modular stormwater storage units must have a minimum 95% void space and be continuously open in both length and width, with no internal walls or partitions. 3) Submittals a) Only systems that are approved by the engineer will be allowed. b) At least 10 days prior to bid, submit the following to the engineer to be considered for pre -qualification to bid: i) A list of materials to be provided for work under this article, including the name and address of the materials producer and the location from which the materials are to be obtained. ii) Three hard copies of the following: (1) Shop drawings. (2) Specification sheets. (3) Installation instructions. (4) Maintenance guidelines. c) Subsurface Stormwater Storage System Component Samples for review: i) Subsurface stormwater storage system Modules provide a single 36" (914 mm) long by 18" (457 mm) wide, height as specified, unit of the product for review. ii) Sample to be retained by owner. d) Manufacturers named as acceptable herein are not required to submit samples. 4) Structural Design a) The structural design, backfill, and installation requirements shall ensure the loads and load factors specified in the AASHTO LRFD Bridge Design Specifications, Section 3 are met. b) Product shall be tested under minimum installation criteria for short -duration live loads that are calculated to include a 20% increase over the AASHTO Design Truck standard with consideration for impact, multiple vehicle presences, and live load factor. c) Product shall be tested under maximum burial criteria for long-term dead loads. d) The engineer may require submission of third -party test data and results in accordance with items 4b and 4c to ensure adequate structural design and performance. 14.0 Appendix -Bearing Capacity Tables Cover • ed(Factored) Cover • -d-r English Metric English Metric English .. 24 610 1.89 90.45 4.75 227.43 70 1,778 1.13 54.26 2.06 98.63 25 635 1.82 86.96 4,53 216.90 71 1,803 1.14 54,46 2.06 984>3 26 660 1.75 83.78 4,34 207.80 72 1,829 1.14 5 4.6 7 2,06 98:63 27 686 1.69 80.88 4.16 199.18 73 1,854 1,15 54.90 2.06 98,63 28 711 1,63 78.24 3.99 191.04 74 1,880 1.15 55.13 2.06 98.63 29 737 1.58 75.82 3.84 183.86 75 1,905 1.16 55.38 2.06 98.63 30 762 1.54 7162 3.70 177.16 76 1,193.0 1.16 55.61 2.06 98.63 31 787 1,50 71.60 3.57 170.93 77 1,q i6 1,17 S5-90 2.06 98.63 32 813 1.46 69.75 3.45 165,19 78 1,981 1,17 56.18 2.06 98.63 33 838 1.42 3.34 159.92 79 2,007 1.18 56.46 2.07 99,11 34 864 1.39 66,51 3.24 155.13 80 2,032 1,19 56.76 2.07 99.11 35 889 1.36 65,10 3,14 150.34 81 2,057 1.19 57.06 2,07 99-11 36 914 1.33 63,80 3.05 146.03 82 2,083 1.20 57.37 2,08 99.59 37 940 ,1 1 62.62 2.97 142.20 83 2,108 1,20 57.69 208 99.59 38 965 1.29 61,54 2,90 138.85 84 2,134 1.21 58.02 -1.09 100.07 39 991 1.26 60.55 2-83 1 35.SO 85 2,159 1.22 58.35 2.09 100,07 40 1,016 1.25 5 9,6 5 2.76 1 32- 15 86 2,184 1,23 58.69 2.10 100.55 41 1,041 j 1.23 58.54 2.70 129.28 87 2,210 1.23 59.04 2 1 1 101,03 42 1,067 ; 1.21 58.09 2.67 127.84 88 2,235 1.24 59.39 2.11 101.03 43 1,092 ' 1.20 57.42 2.60 124.49 89 2,261 1.25 59.75 2,12 101.51 44 1,118 1.19 56.81 2.55 122.09 90 2,286 1.26 60.11 2.13 101.98 45 1,143 1-18 5-2 6.6 2.50 119.70 91 2,311 1.26 60.48 2,13 101.98 46 1,168 1.16 55.77 2.46 117.79 92 2,337 1.27 60.86 2.14 102,46 47 1,194 1.16 55.33 2,42 115.87 93 2,362 1.28 61.24 2.15 102.94 48 1,219 1.15 54.94 2.39 114.43 94 2,388 1.29 61.62 2.16 103A.? 49 1,245 1 14 54.59 2,36 113.00 95 24413 1.30 62.01 2-1 Y 103.90 -50 1,270 1.13 5429 233 1 1 1,56 96 2,418 1.30 62.41 2.18 104.38 51 1,295 1,13 54,03 2.30 110.12 97 2,464 1.31 62.81 2.19 104.86 y 5� 1,321 1.12 53.80 2.27 108.69 98 2,489 1.32 63.21 2.20 105.34 1,346 1.12 53.62 2.25 107.73 99 2,515 1.33 63.62 2.21 105.82 54 1,372 1.12 53.46 2,23 106.77 100 2,540 1.34 64.03 2.22 106.29 55 1,397 I'll 53.34 2.21 105,82 101 2,565 1.35 6445 2.23 106,77 56 1,422 1.11 53.24 2.19 104.86 102 2,591 1.35 64.87 2.24 107.25 57 1,448 1.11 53,18 2.17 103.90 103 2,616 1.36 65.2 2.25 107.73 58 1,473 1.11 53,14 2.16 103.42 104 2,642 1.37 65,12 2.27 108.69 59 1,499 1,11 53.12 2,14 102.46 105 2,667 1.38 66.15 2.28 109.17 60 1,524 1.11 53.13 2.13 101,98 106 2,692 1.39 66.58 2.29 109,65 61 1,549 1- ] Y S U c 2.12 101 � 1 107 2,718 1,40 6 Tot 230 110.12 62 1,575 1.11 5:x.21 2.11 101-03 108 2,743 1,41 67A5 2.31 110.60 63 1,600 I'll 53,28 2.10 1 U0LC15 109 2,769 1.42 67.90 2.33 1 1 1.56 64 11626 1.11 53.37 2.09 100,07 110 2,794 1.43 : 68.34 2.34 112.04 65 1,651 1.12 53.48 2.08 99.59 111 2,819 1.44 68.79 2-35 112.52 66 1,676 1.12 53.61 2.08 99.59 112 2,845 1.45 69.24 2.36 113.00 67 1,702 1 1) 5 3.7 5 2.07 99.11 1 13 2,870 1.46 69.69 7..38 113.96 68 1,727 1. i A 53.91 2.07 99.11 114 2,896 1.47 70.15 2,39 114.43 69 1,753 1,13 54.08 2.06 98-6.1 L 81 u BRENTWOOD INDUSTRIES, INC. ® brentwoodindustries.00m � BRENTWOOD , mj stormtank@brentw.com +1.610.374.5109 All Rights Reserved Cc 2015 Brentwood Industries, Inc SM002-1 09 -id EN Table of Contents 1.0 Stormtank® Assembly...............................................................................L.............................F#..L..■■F.....1.L./. i..,.• 7.. L i i. Fi% i 1 2.0 Basin Excavation...............................................................................................* 2 3.0 Sub -Grade Requirements 5 .... ., f. 7■ F. 7* .. * .. 7* L. i F.++..+* 1 4 1 1 .. ..+ i..■ L■ a L ... L. i i.■ L .iii . f i L .. i L .. i i L t i. t i i F t i L F .. i L i i L L i. F i. { i*. * i. i L#* i L. i L, i. }iii * .. a 2 4.0 Leveling Bed Installation....................................................................................t................,..........i■LF.aF...LFa.F.a.....L.a+.l+ 3 5.0 Stormtank® Module Placement.............................................................................................,...,..........*...,...,.t.,....,..., 3 5.0 Stormtank' Module Placement (Continued)............................................................................L.............................*.... 4 6.0 Side Backfill.........................................................................................F...........................L5 7.0 Top Backfill (Stone).......................................................................................F....t......F........,........................................ 6 8.0 Suitable Compactable Fill.......................................................................,...,...;...,...,.......,..*..........,,..t*...............,,...... 7 AppendixA - Bearing Capacity Tables..................................................i*•i#t.#yi..*,.Fwow Y -■* WV FlfF.f*F*.WE l*Fi*F.i.r***I*re ■.t.■ F.... 4 OF.,.l..■ F. i 8 AppendixB - Acceptable Fill Materials............................................................. ..........*.,.b............,...*.h.Fd.,....1.*k......4...,,,.Iy..., 9 Appendix C - Material Placement Guidelines ............................................ ..R-.}tN...l.Yiiif.F.if....b........................•.*,...h......e.*. 10 Appendix D - Standard Limited Warranty ............................................ I L W i i i. i a F. i i. i A L l i i L. i i i 4.. L LA i i 1,4 0 Li■ f* .. L F t*.I. i i.} i}■. f} 4. 0 .1 0406 p t.*f* .11 Appendix E - Stormtank® Limited Warranty Registration.........................**..,...,,..,.*.....,.......,...,,t,................................L 12 General Conditions • Review installation procedures and coordinate the installation with other construction activities, such as grading, excavation, utilities, construction access, erosion control, etc. • Engineered Drawings supersede all provided documentation, as the information furnished in this document is based on a typical installation. • When installed based on Brentwood's Site Preparation and Installation Instructions or similar, a StormTanke system can support an HS -25 load. • Coordinate the installation with manufacturer's representative/distributor to be on-site to review start up procedures and installation instructions. • Components shall be unloaded, handled and stored in an area protected from traffic and in a manner to prevent damage. • Assembled modules may be walked on, but vehicular traffic is prohibited until backfilled per Manufacturer's requirements. Protect the installation against damage with highly visible construction tape, fencing, or other means until construction is complete. Ensure all construction occurs in accordance with Federal, State and Local Laws, ordinances, Regulations and Safety Requirements. Extra care and caution should be taken when temperatures are at or below 40° F (4.4° C). Revision Date: 8/20/15 1.0 StormTankO Assembly StormTankg Modules: StormTank® modules are delivered to the site as palletized components requiring simple assembly. No special equipment, tools or bonding agents are required; only a rubber mallet. A single worker can typically assemble a module in two minutes. General Notes: • Remove packaging material and check for any damage. Report any damaged components to a StormTank® Distributor or Brentwood personnel. • StormTank® components are backed by a one year warranty, when installed per manufacturer's recommendations. Step Place a platen on a firm level surface and insert the eight (8) columns into the platen receiver cups. Firmly tap each column with a rubber mallet to ensure the column is seated. Step 4 If side panels are required, firmly tap the top platen upward to raise the top platen. Insert the side panel into the bottom platen. Step Z Place a second platen on a firm level surface. Flip the previously assembled components upside down onto the second platen, aligning the columns into the platen receiver cups. Step 5 Align the top of the side panel with the top platen and firmly seat the top platen utilizing a rubber mallet. Revision Date: 8/20/15 Page 1 of 12 Once aligned, seat the top assembly by alternating taps, with a rubber mallet at each structural column until all columns are firmly seated. A complete module can support up to HS -25 Loading when installed per manufacturer's recommendations. 2.0 Basin Excavation 1. Stake out and excavate to elevations per approved plans. Excavation Requirements: a. Sub -grade excavation must be a minimum of 6" (152 mm) below designed StormTank6 Module invert. b. The excavation should extend a minimum of 12" (305 mm) beyond the StormTank8 dimensions in each length and width (an additional 24" [610 mm] in total length and total width) to allow for adequate placement of side backfill material. c. Remove objectionable material encountered within the excavation, including protruding material from the walls. d. Furnish, install, monitor and maintain excavation support (e.g., shoring, bracing, trench boxes, etc.) as required by Federal, State and Local Laws, ordinances, Regulations and Safety Requirements. 3.D Sub -Grade Requirements 1. Sub -grade shall be unfrozen, level (plus or minus 1%), and free of lumps or debris with no standing water, mud or muck. Do not use materials nor mix with materials that are frozen and/or coated with ice or frost. 2. Unstable, unsuitable and/or compromised areas should be brought to the Engineer's attention and mitigating efforts determined prior to compacting the sub -grade. 3. Sub -grade must be compacted to 95% Standard Proctor Density or as approved by the Engineer of Record. If code requirements restrict subgrade compaction, it is the requirement of the geotechnical Engineer to verify that the bearing capacity and settlement criteria for support of the system are met. * * The Engineer of Record shall reference Brentwood document Appendix A for minimum soil bearing capacity required based on Load Rating and top cover depth. Minimum soil bearing capacity is required so that settlements are less than 1" through the entire sub -grade and do not exceed long-term 1/2" differential settlement between any two adjacent units within the system. Sub -grade must be designed to ensure soil bearing capacity is maintained throughout all soil saturation levels. Revision Date: 8/20/15 Page 2 of 12 •do tfi }✓ t'4 �o-°} t• 'k �, {3o- ,t•.. , �i:� . _ - *,.¢ rt_m �.iL _ �—� p, Thr {/� � •:p� {• t ;, tk }. Y 4': � app •..: �_ n i 4.0 Leveling Bed Installation 1. Install geotextile fabric and/or liner material, as specified. a. Geotextile fabric shall be placed per manufacturer's recommendations. b. Additional material to be utilized for wrapping above the system must be protected from damage until use. 2. After the geotextile is secured, place a minimum 6" (152 mm) Leveling Bed. a. Material should be a 3/4" (19 mm) angular stone meeting Appendix B —Acceptable Fill Material. b. Material should be raked free of voids, lumps, debris, sharp objects and plate vibrated to a level with a maximum 1% slope. 3. Correct any unsatisfactory conditions. Leveling Bed preparation is critical to proper installation and operation of the StormTank® system. DG NOT PROCEED UNTIL THE LEVELING BED IS PROPERLY PREPARED. 5.0 StormTankO Module Placement 1. Install geotextile fabric and/or liner material, as specified. a. Geotextile fabric shall be placed per manufacturer's recommendations. b. Additional material to be utilized for wrapping above the system must be protected from damage until use. 2. Mark the footprint of the modules for placement. a. Ensure module perimeter outline is square or similar prior to Module placement. b. Care should be taken to note any connections, ports or other irregular units to be placed. Revision Date: 8/20/15 Page 3 of 12 5.0 StormTankO Module Placement (Continued 3. Install the individual modules by hand, as detailed below. a. The modules should be installed as shown in the StormTanklm submittal drawings with the short side of perimeter modules facing outward, except as otherwise required. b. Make sure the top/bottom platens are in alignment in all directions to within a maximum 1/4" (6.4 mm). c. For double stack configurations: i. Install the bottom module first. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. Backfilling prior to proceeding to second layer is optional. ii. Insert stacking pins (2 per module) into the top platen of the bottom module. iii. Place the upper module directly on top of the bottom module in the same direction, making sure to engage the pins. 4. Install the modules to completion, taking care to avoid damage to the geotextile and/or liner materia I. 5. Locate any ports or other penetration of the StormTank". a. Install ports/penetrations in accordance with the approved submittals, contract documents and manufacturer's recommendations. 6. Upon completion of module installation, wrap the modules in geotextile fabric and/or liner. a. Geotextile fabric shall be wrapped and secured per manufacturer's recommendations. b. Seal any ports/penetrations per Manufacturer's requirements • If damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer's recommendations. Revision Date: 8/20/15 Page 4 of 12 hol 6.0 Side Backfill 1. Inspect all geotextile, ensuring that no voids or damage exists; which will allow sediment into the StormTank® system. 2. Adjust the stone/soil interface geotextile along the side of the native soil to ensure the geotextile is taught to the native soil. 3. once the geotextile is secured, begin to place the Side Backfill. a. Material should be a 3/4" (19 mm) angular stone meeting Appendix B —Acceptable Fill Material. b. Backfill sides "evenly" around the perimeter without exceeding single 12" (305 mm) lifts. CORRECT INCORRECT c. Place material utilizing an excavator, dozer or conveyor boom. d. Utilize a plate vibrator to settle the stone and provide a uniform distribution. Complete the Side Backfill evenly to the top of the StormTank® Modules prior to proceeding to the next step (Top Backfill). Notes: • Do not apply vehicular load to the modules during placement of side backfill. all material placement should occur with equipment located on the native soil surrounding the system. • if damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer's recommendations. Revision Date: 8/20/15 Page 5 of 12 7.0 Top Backfill (Stone) 1. Begin to place the Top Backfill. a. Material should be a 3/4" (19 mm) angular stone meeting Appendix B —Acceptable Fill Material. b. Place material utilizing an excavator, dozer or conveyor boom (Appendix C — Material Placement) and use a walk -behind plate vibrator to settle the stone and provide an even distribution. DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12" (305 mm) COVER. 2. Upon completion of Top Backfilling, wrap the system in geotextile fabric and/or liner per manufacturer's recommendations. 3. Install metallic tape around the perimeter of the system to mark the area for future utility detection. Alntoc Driving on the Modules and stone backfill with equipment heavier than a low ground pressure, track type 1 equipment (Max. gross operating load of 6,000 lbs. [2,721 kg] or less) is prohibited until a full 2 4" (610 mm) of material has been placed. If damage occurs to the geotextile fabric or impermeable liner, repair the material in accordance with the geotextile/liner Manufacturer's recommendations. Revision Date: 8/20/15 Page 6 of 12 8.0 Suitable Compactable Fill Following Top Backfill placement and geotextile fabric wrapping; complete the installation as noted below. Vegetated Area 1. Place fill onto the geotextile. a. Maximum 12" (305 mm) lifts, compacted with a vibratory plate or walk behind roller to a minimum of 90% Standard Proctor Density. b. The minimum top cover to finished grade should not be less than 24" (610 mm) and the maximum depth from final grade to the bottom of the lowest module should not exceed 11' (3.35 m). 2. Finish to the surface and complete with vegetative cover. Impervious Area 1. Place fill onto the geotextile. a. Maximum 12" (305 mm) lifts compacted with a vibratory plate or walk behind roller to a minimum 90% Standard Proctor Density or to meet the Engineer of Record's specification. b. Sub -base materials should be referenced by the approved Engineering Drawings. c. The minimum top cover to finished grade should not be less than 24" (610 mm) and the maximum depth from final grade to the bottom of the lowest module should not exceed 11' (3.35 m). 2. Finish to the surface and complete with asphalt, concrete, etc. Notes: • A vibratory roller may only be utilized after a minimum 24" (614 mm) of compacted material has been installed or for the installation of the asphalt wearing course. If damage occurs to the geotextile fabric, repair the material in accordance with the geotextile Manufacturer's recommendations. Revision Date: 8/20/15 Page 7 of 12 �•6k° �' "° •. 771 � t F f A �. LF ®r ^�` F H ■Tt ,_ t Y Appendix A - Bearing Capacity Tables Cover HS -25 ( Unfaored) English Metric f-�n1 i shy Metric (in -) (MM) NO) (kPa) 24 25-- 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 610 1.89 90.45 635 1.82_ 86.96 660 1.75 83.78 Ks- (Factored) English Metzrjc 4.75 227.43 4.53 216.90 4.34 207.80 686 1.69 80.88 4.16 199.18 711 1.63 78.24 3.99 191.04 737 1.58 75.82 3.84 183.86 762 1.54 73.62 3.70 177.16 787 813 1.50 1.46 71.60 69.75 3.57 3.45 170.93 165.19 838 1.42 68.06 3.34 159.92 864 889 1.39---.--66.51 1.36 65.10 3.24 3.14 155.13 150.34 914 940 1.33 1.31 63.80 62.62 3.05 2.97 146.03 142.20 965 991 1.29 1.26 61.54 60.55 2.90 2.83 138.85 135.50 1,016 1.25 59.65 2.76 132.15 11041 1.23 58.84 2.70 129.28 11067 1.21 58.09 2.67 127.84 11092 1,118 1,143 1.20 1.19 1.18 57.42 56.81 56.26 2.60 2.55 2.50 124.49 122.09 119.70 46 1,168 1.16 55.77 2.46 117.79 1702 47 1,194 1.16 55.33 2.42 115.87 1,727 48 1,219 1.15 54.94 2.39 114.43 11753 _ 49 1,245 _ 1.14 - ,54.59 2.36 113.00 10778 50 1,270 1.13 54.29 2.33 111.56 10803 1, 829 51 1,295 1.13 54.03 2.30 110.12 1, 854 52 1,321 1.12 53.80 2.27 108.69 1, 880 53 1,346 1.12 53.62 2.25 107.73 1, 905 54 1,372 1.12 53.46 2.23 106.77 1, 930 55 1,397 1.11 53.34 2.21 105.82 1,956 56 1,422 1.11 53.24 2.19 104.86 i-57 1,448 1.11 53.182.17. - . ---------- .58 103.90 56.18 2.06 1,473 1.11 53.14 2.16; 103.42 56.46 2.07 1,499 1.11 53.12 . . 2.14 .59 102.46 56.76 60 1,524 1.11 53.132.13 21057 101.98 57.06 2.07 1,549 1.11 ........... ............... 53.162.12 ................................ . .61 I .621, 101.51 57.37 --- ------------63 575 1.11 53.21 2.11 101.03 57.69 2.08 1, 600 1.11 53.28 .............................. 2.10 100.55 58.02 64 1, 626 1.11 53.37 2.09 100.07 58.35 65 1, 651 1.12 53.48 2.08 99.59 58.69 59.04 66 1p 676 1.12 53.61 2.08 99.59 59.39 67 1702 1.12 53.75 2.07 99.11 59.75 60.11 68 11727 1.13 53.91 2.07 99.11 1.26 69 1753 1.13 54.08 2.06 98.63 1.27 70 1778 1.13 54.26 2.06 98.63 1.28 71 1,803 1.14 r 54.46 2.06 98.63 1.29 Notes: 1. additional load ratings and associated bearing capacities may be applicable on a case by case basis. Please contact your local Brentwood Representative. Revision Date: 8/20/15 Page 8 of 12 Covey E'nglish'Metnic (In.) (M M) -25 (Unfactored) English Metric (ksf) (V H5-25 (Factored) English Metric (ksf) IkPa) 67 1702 1.12 53.75 2.07 99.11 68 1,727 1.13 53.91 2.07 99.11 69 11753 1.13 54.08 2.06 98.63 70 10778 1.13 54.26 T 2.06 98.63 71 72 10803 1, 829 1.14 1.14 54.46 54.67 2.06 2.06 98.63 98.63 73 1, 854 1.15 54.90 2.06 98.63 74 1, 880 1.15 55.13 2.06 98.63 75 1, 905 1.16 55.38 2.06 98.63 76 1, 930 1.16 55.64 2.06 98.63 77 1,956 1.17 55.90 2.06 98.63 78 1981 1.17 56.18 2.06 98.63 79 - 2 007 1.18 56.46 2.07 99.11 80 a 21032 1.19 56.76 2.07 99.11 81 21057 1.19 57.06 2.07 99.11 82 2 083 1.20 57.37 2.08 99.59 83 2108 1.20 57.69 2.08 99.59 84 2134 1.21 58.02 2.09 100.07 85 2159 1.22 58.35 2.09 100.07 86 87 2184 2, 210 1.23 1.23 58.69 59.04 2.10 2.11 100.55 101.03 88 2 235 1.24 59.39 2.11 101.03 89 90 2 261 2,1286 X 1.25 1.26 59.75 60.11 2.12 2.13 101.51 101.98 91 2 311 1.26 60.48 2.13 101.98 92 2, 337 1.27 60.86 2.14 102.46 93 2 362 1.28 61.24 2.15 102.94 94 2 388 1.29 61.62 2.16 103.42 95 96 97 21413 2,438 2,464 1.30 1.30 1.31 62.01 62.41 62.81 2.17 2.18 2.19 103.90 104.38 104.86 98 21489 1.32 63.21 2.20 105.34 99 2,515 1.33 63.62 2.21 105.82 . 100 .............................................�......�.�..�.. 101 _....... ..............................................................�....,..-.,. 102 2r 540 2, 565 2r 591 1.34 _...m.�. 1.35 1.35 64.03 W.W.W.W................................ 64.45 �W....�W......_...........W........................ _ 64.87 2.22 2.23 2.24 ....106.29 106.77 107.25 1032, 616 1.36 65.29 2.25 . ....................... 104 2 642 1.37 65.72 2.27 107.73 108.69 105 2, 667 1.38 66.15 2.28 109.17 106 2, 692 1.39 66.58 2.29 109.65 107 2,718 1.40 67.02 2.30 110.12 108 2,743 1.41 67.45 2.31 110.60 109 2 769 1.42 67.90 2.33 111.56 110 2P794 1.43 68.34 2.34 112.04 111 21819 1.44 68.79 2.35 112.52 112 21845 1.45 69.24 2.36 113.00 113 20870 1.46 69.69 2.38 113.96 iaif- 114 21896 1.47 70.15 2.39 114.43 1. additional load ratings and associated bearing capacities may be applicable on a case by case basis. Please contact your local Brentwood Representative. Revision Date: 8/20/15 Page 8 of 12 Appendix 6 - Acceptable Fill Materials Material Description Location Finished Surface Topsoil, hardscape, stone, concrete or asphalt per engineer of record. Suitable Granular well graded Compactable Fill soil/aggregate, typically road base or earthen fill, maximum 4" particle size. Top Backfill Side Backfill Crushed angular stone placed between modules and road base or earthen fill. Crushed angular stone placed between earthen wall and modules. AASHTO M43 ASTM D2321 Compaction/Density Designation Class N/A N/A Prepare per engineered plans. 56, 57, 6, 67, 68 1 & 11 Place in max. 12" lifts to a min. Earth III (Earth Only) 90% standard proctor density. 561 57, 61 671 68 1 & 11 Plate compacted to provide evenly distributed layers. 56,5716,67,68 1 1 & I I Leveling Bed Crushed angular stone placed to 56, 57, 6, 67, 68 provide level surface for installation of modules. * See Appendix C - Material Placement for limitations FAR Place in uniform 12" lifts around the system fPlate vibrated to achieve level surface. ---- - -----, , _ -- . MIN. 24" I .,. FINISHED SURFACE (610 mm)_ -_y -- -- --- - ---,�� ... SUITABLE COMPACTABLE FILL MIN 12" (305 mm) r SIDE BACKFILL i MAX I V-0" STORMTANK _" MODULES ( 3.35 m) MIN 6' I (162 mm) r L EVEI.ING BED _ PREPARED SUB-GRADE/BASE MIRAFI 16ON OR APPROVED EQUAL (IMPERMEABLE LI NER AS REQUIRED) Notes: 2. All stone must be angular stone meeting ASTM D2321. Recycled concrete may be utilized when meeting acceptable gradation and ASTM standards. 3. The sub -grade is to be prepared to meet bearing and compaction requirements. Please see engineer of record's design. 4. Storage of materials such as construction materials, equipment, soils, etc. over the StormTank® system is strictly prohibited. 5. Please contact a Geotechnical Engineer and the Brentwood representative prior to utilization of any material not listed above. Revision Date: 8/20/15 Page 9 of 12 Material Location Finished Surface Suitable Compactable Fill Top Backfill Side Backfill pendix C - Material Placement Guidelines Placement Methods Numerous methods may be utilized. Material dumping onto system should be limited unless otherwise noted. Utilize an excavator, skid loader or dozer to place material. (Max. gross operating load of 6,000 lbs. [2,721 kg] or less). Utilize excavator bucket or stone conveyor, positioned off of system, to uniformly backfill on top of the modules. No DUMPING directly onto modules by dump trucks. Utilize excavator bucket or stone conveyor, positioned off of system, to uniformly backfill around modules. Stone to be placed in max. 12" (305 mm) lifts until stone reaches top of modules. No limitations Tired Equipment Limitations Asphalt can be dumped into pavers. No DUMPING by dump trucks. No wheel loads until approved by Engineer of Record. No DUMPING by dump trucks. No wheel loads until approved by Engineer of Record. Tracked Equipment Limitations SMALL DOZERS ONLY (Max. gross operating load of 6,000 lbs. [2,721 kg] or less). Utilize an excavator or skid loader (Max. gross operating load of 6,000 lbs. [2,721 kg] once a min. 12" (305 mm) has been placed and compacted. Roller Limitations Vibratory rollers may only be utilized if compacted cover exceeds 24" (610 mm) or for pavement installation. Static rollers ONLY are permitted until compacted cover exceeds 24" (610 mm). No rollers allowed at this time. No equipment is permitted on the modules during the side backfilling process. Notes: 1. Storage of materials such as construction materials, equipment, soils, etc. over the StormTank® system is strictly prohibited. 2. Please contact a Brentwood representative/distributor prior to utilization of any equipment not listed above. 3. During paving operations it maybe necessary to utilize dump operations for paving equipment. Additional precautions should be utilized to limit the dump distance and prevent rutting of the road base. 4. It is recommended that all backfilling operations be completed with low ground pressure vehicles such as mini excavators, skid steers, etc. All equipment is to access system by a level approach to the system. Revision Date: 8/20/15 Page 10 of 12 Appendix D - Standard Limited Warrant Brentwood Stormwater StormTank® Module Product One (1) Year Limited Express Warranty WARRANTY ("Warranty"): Unless agreed otherwise, in writing, between Brentwood Industries, Inc. ("Brentwood") and Purchaser, Brentwood warrants its Stormwater StormTank Module Product against defects in materials and workmanship that affect the performance for which it was intended upon meeting the subsequent terms and conditions. This Warranty applies solely to the StormTank Module Product (including the platens, columns, and side panels, and hereinafter collectively referred to as the "Product"). Warranty coverage is contingent upon proper installation, in strict accordance with Brentwood's written installation instructions, proper Product Warranty registration upon completion of installation (form to be returned to Brentwood is included in installation instructions), and compliance with all applicable local, state and federal codes/regulations. This Warranty is further contingent upon proper use and maintenance under ordinary conditions, consistent with the approved design criteria and good industry standards, as well as compliance with Brentwood's Warranty claim procedure. The Warranty period shall be limited to twelve (12) months from the Product purchase date. The terms of this Warranty shall be modified only through written agreement by an authorized Brentwood employee. This Warranty applies to the Purchaser of the Product and is non -transferable. REMEDY AND EXCLUSIONS: The sole remedy for a covered defect during the Warranty period shall be limited to Product replacement, including shipping costs, or refund of the original purchase price. The remedy excludes costs of labor, removal of non -conforming Product, and expenses related to de -installation and re- installation of the Product. In no event will Brentwood be obligated to pay costs, damages or other amounts, in total, exceeding the original price paid to Brentwood for the Product to Purchaser or any third party. Additionally, Brentwood shall not warrant Product nor be liable to Purchaser or any third party for any Product liability claims or damages caused by non-compliance with any of the foregoing conditions or, without limitation, any of the following: i) Alteration, accident, abuse, misuse or neglect; ii) Acts of god or otherwise outside the control of Brentwood; iii} Normal wear and tear; iv) Abnormal contaminants detrimental to the Product or damage due to pollutants, solvents or hazardous substances; v) Improper handling during installation, improper installation, and improper or unintended use; vi) Subjecting Product to vehicle traffic, adjacent excavation and any other conditions excluded by Brentwood's specifications and written installation instructions; vii) Failure to maintain the minimum ground covers set forth in the installation instructions; viii) Placement of improper materials into or onto the Product; ix) Failure due to improper siting or sizing; and x) Damage during shipping. THE TERMS OF THIS WARRANTY ARE THE SOLE AND EXCLUSIVE OBLIGATION OF BRENTWOOD TO PURCHASER. UNDER NO CIRCUMSTANCE SHALL BRENTWOOD BE LIABLE TO ANY PERSON OR ENTITY FOR ANY INCIDENTIAL, CONSEQUENTIAL, SPECIAL, OR INDIRECT DAMAGES OR ANY OTHER LOSS, COST OR EXPENSE OTHER THAN SPECIFICALLY STATED IN THIS WARRANTY. OTHER THAN THE EXPRESS LIMITED WARRANTIES MADE HEREIN, BRENTWOOD EXPRESSLY DISCLAIMS ANY AND ALL OTHER WARRANTIES, EXPRESS OR IMPLIED BY LAW, WITH RESPECT TO ANY SERVICE OR DELIVERABLE, INCLUDING, WITHOUT LIMITATION, ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE, AS WELL AS ANY WARRANTIES WHICH MAY ARISE FROM PRIOR COURSE OF DEALING, CUSTOM, TRADE USAGE, PROVISION OF SAMPLES, PRODUCT LITERATURE OR WEBSITE CONTENT. CLAIM PROCEDURE: 1) Notification: Warranty claims must be submitted to Brentwood within fifteen (15) days of discovering the defective material and must be accompanied by a copy of the already -filed Product Warranty Registration and proof of purchase, a detailed explanation of the claim and alleged defect/damages, any relevant work logs/repair orders, and pictorial documentation of the defect. Brentwood reserves the right to investigate all claims and request additional information. Claims shall be emailed to stormtank@brentwoodindustries.com or mailed to: Brentwood Industries, Inc., Attn: Stormwater Warranty Claims, 610 Morgantown Road, Reading, PA 19611. 2) Dispute Resolution: Brentwood shall, in its sole opinion, have the authority to judge the existence and extent of any alleged defect. In the event Brentwood denies a Warranty claim, the claimant has ten (10) days to supply additional data in support of its claim. If a second denial is made by Brentwood, or a resolution cannot otherwise be reached amongst the parties, both Brentwood and Purchaser agree upon and preserve the right to pursue impartial mediation/arbitration under the Pennsylvania Uniform Arbitration Act, Pa. Stat. §7301-7320, subchapter A, as the means of dispute resolution. Mediation/arbitration shall take place in Reading, Berks County, in the Commonwealth of Pennsylvania. Costs of mediation/arbitration (excluding attorneys' fees and travel/individual related expenses which shall be borne by the party incurring the costs/expenses) shall be divided equally between Brentwood and Purchaser. COMPLETE AGREEMENT: This Warranty incorporates and shall be interpreted along with Brentwood's Standard Terms and Conditions, in their entirety; however, in the event of conflict between the two, the terms of this Warranty shall supersede the Standard Terms and Conditions. Brentwood reserves the right to mod ify or disconti n ue offering th is Wa rranty at a ny time. Revision Date: 8/20/15 Page 11 of 12 Appendix E - StormTankO Module Project Registration Please complete and mail / email to Brentwood Industries, Inc. (tori-i-itaiik breiitwoociindustrle .ce ) within 30 days of installation of the product. Owner's Information: Name: Address: City: Phone: Installation Contractor Information: Name: Address City: Phone: Project Information: Name: Location; City: Storage Capacity: Engineer of Record: Product Information: Application (Select Ong): ❑ Detention ❑ Infiltration ❑ Other: Module Height (Select Applicable): ❑ 18" (457.2 mm) ❑ 24" (609.6 mm) Stacking; (Select Dnej: EI Single ❑ Double State: Email: State.- Email, tate:Email: Installation Date: State: ❑ ft3 F-1 ►n3 Distributor / Supplier: Zip Code: Zip Code: Zip Code: CovedSelect One): Capture /Reuse ❑ ImpervEousElPervious F-] vegetated Hardscape [:] 30" (762.0 mm) 1-1 33" (838.2 mm) F-1 36" (914.4 mm) By completing and signing this document, the owner, Engineer of Record and Contractor acknowledge they have reviewed the Brentwood Industries StormTank Module Site Preparation and Installation Instruction document. Additionally, the distributor hereby indicates that they have provided installation documentation and explanation relating to the product and this project. Owner / Engineer of Record Signature Date: Distributor Signature Date: Revision Date: 8/20/15 Page 12 of 12 LANSING ENGINEERING, PC Soil Restoration Maintenance Checklist Project: _ Location: _ Site Status: Date: Time: Inspector: _ Maintenance ItemT—Satisfactor-y[Unsatisfacto Comments _ 1. First Year Maintenance Operations (initial six months A. Reseeding to repair bare or eroding area to assure grass stabilization _ B. water once every three days for first month, and then provide a half inch of water per week during first year. Irrigation plan may be adjusted according to the rain event. C. Fertilization may be needed in the fall after the first growing season to increase plant vigor 2. ongoing Maintenance A. Ensure planting of the appropriate ground cover with deep roots to maintain the soil structure B. Keeping the site free of vehicular and foot traffic or other weight loads LANSING ENGINEERING, PC LANSING ENGINEERING, PC Tree Planting Maintenance Checklist Project: Location: Site. S tat us: Date Thine: Inspector: Maintenance Item Satisfactor-v/Unsatisfactory Comments 1. First Three Year Maintenance Items A. Mulching, watering and protection of yourE trees _ B. Inspect tree for evidence of insect and disease damage; treat as necessary C. Inspect tree for damages or dead limbs; prune as necessary 2. Quarterly Maintenance Items A. Or within one week of ice storms, within one week of high wind events that reach speeds of 20 mph until trees have reached maturity B. Inspect tree for evidence of insect and disease damage; treat as necessary C. Inspect tree for damages or dead limbs; prune as necessary LANSING ENGINEERING, PC New York State Stormwater Management Design Manual Appendix G MaintenanceSatisfactory) Item Unsatisfactory Comments 10. Emergency spillway clear of obstructions and debris 11. other (specify) 2. Riser and principal spillway (Annual) Type: Reinforced concrete Corrugated pipe Masonry 1. Low flow orifice obstructed 2. Low flow trash rack. a. Debris removal necessary b. Corrosion control 3. Weir trash rack maintenance a. Debris removal necessary b. corrosion control 4. Excessive sediment accumulation insider riser 5. Concrete/masonry condition riser and barrels a. cracks or displacement b. Minor spalling (<1" ) c. Major spalling (rebars exposed) d. Joint failures e. Water tightness 6. Metal pipe condition 7. Control valve a. Operational/exercised b. Chained and locked 8. Pond drain valve a. Operation allexercised b. Chained and locked 9. outfall channels functioning 10. other (specify) G-2 New York State Stormwater Management Design Manual Appendix G Maintenance a ce Item Satisfactory) Unsatisfactory Comments 3. Permanent Pool (Wet Ponds) (month ly) 1. Undesirable vegetative growth 2. Floating or floatable debris removal required 3. Visible pollution 4. Shoreline problem 5. other (specify) 4. Sediment Forebays 1.Sedimentation noted 2. Sediment cleanout when depth < 50% design depth 3. Cry Pond Areas 1. Vegetation adequate 2. Undesirable vegetative growth 3. Undesirable woody vegetation 4. Low flow channels clear of obstructions 5. Standing water or wet spots 6. Sediment and 1 or trash accumulation 7. other (specify) 6. Condition of outfalls (Annual , After Major Storms) 1. Riprap failures 2. Slope erosion 3. Storm drain pipes 4.Endwalls 1 Headwalls 5. other (specify) 7. other Monthly) 1. Encroachment on pond, wetland or easement area G-3 New York State Stormwater Management Design Manual Appendix G Maintenance to ance Item Satisfactory) Unsatisfactory Comments 2. Complaints from residents 3.Aesthetics a. Crass growing required b. Graffiti removal needed c. other (specify) 4. Conditions of maintenance access routes. 5. Signs of hydrocarbon build-up 6. Any public hazards (specify) 8. wetland Vegetation (Annual) 1. Vegetation healthy and growing Wetland maintaining 50% surface area coverage of wetland plants after the second growing season. (If unsatisfactory, reinforcement plantings needed) 2. Dominant wetland plants: Survival of desired wetland plant species Distribution according to landscaping plan? 3. Evidence of invasive species 4. Maintenance of adequate water depths for desired wetland plant species 5. Harvesting of emergent plantings needed 6. Have sediment accumulations reduced pool volume significantly or are plants "choked" with sediment 7. Eutrophication level of the wetland. 8. other (specify) Comments: G-4 New York State Stormwater Management Design Manual Actions to be Taken: G-5 Appendix G Appendix I MS4 Acceptance Form New York State Department of Environmental Conservation Ak Division of Water 10hoe 525 Broadway, 4th Floor NNW Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form fo r Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: d. Street Address: 7. C ity/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information S. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: (NYS DEC - MS4 SWPPP Acceptance Form - January 2010) Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information Page 2 of 2 Appendix J Notice of Intent (NOI) I 0644089821 NOTICE OF INTENT New York State Department of Environmental Conservation Division of plater 525 Broadway, 4th Floor NYR I Albany, New York 12233-3505 (for DEC use only) Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP -0-15-002 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Owner/Operator Information Owner/ erator (Company Name/ Private owner Name /1v1tjn:i. c iia i it-EEI- I_ owner/(Verator Contact Person Last Name (NOT CONSULTANT) Owner/Operator Contact Person First Name Owner/Operator Mailing Address C-1,tY -- State Zip E-1 Ll :11 ':1r Phone (Owner/Operator) Fax (Owner/Operator) -T"I I - I E'- i - - 1: El Email ;Owner/Operator) I T FED TAX ID (not required for individuals) Page 1 of 14 J 6401089828 Project Site Information 5 Project/Site Name FF Street Address (NOT P.O. BOX) Side of Street 0 North O South Q East Q West City/Town/Village (THAT ISSUES BUILDING PERMIT) State Zip w � � �County -- - - -- DEC Reqion I Name of Nearest Cross Street Distance to Nearest Cross Street (Feet) =t_ i Tax Map Numbers Section -Block -Parcel Project In Relation to Cross Street 0 North Q South Q East Q West Tax Map Numbers -.TFtJ I 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i"(identify). Then click on the center of your site and a new window containing the X, Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Eas ti ng) Y Coordinates � Nort in ) 4 2. What is the nature of this construction project? Q New Construction 0 Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 I 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre -Development Post -Development Existing Land Use Future Land Use 0 FOREST 0 SINGLE FAMILY HOME Number of Lots 0 PASTURE/OPEN LAND 0 SINGLE FAMILY SUBDIVISION 0 CULTIVATED LAND 0 TOWN HOME RESIDENTIAL 0 SINGLE FAMILY HOME 0 MULTIFAMILY RESIDENTIAL 0 SINGLE FAMILY SUBDIVISION 0 INSTITUTIONAL/SCHOOL 0 TOWN HOME RESIDENTIAL 0 INDUSTRIAL 0 MULTIFAMILY RESIDENTIAL 0 COMMERCIAL 0 INSTITUTIONAL/SCHOOL 0 MUNICIPAL 0 INDUSTRIAL 0 ROAD/HIGHWAY 0 COMMERCIAL 0 RECREATIONAL/SPORTS FIELD 0 ROAD/HIGHWAY 0 BIKE PATH/TRAIL 0 RECREATIONALISPORTS FIELD 0 LINEAR UTILITY ( water, sewer, gas, etc.) 0 BIKE PATH/TRAIL 0 PARKING LOT 0 LINEAR UTILITY 0 CLEARING/GRADING ONLY 0 PARKING LOT 0 DEMOLITION, NO REDEVELOPMENT 0 OTHER 0 WELL DRILLING ACTIVITY *(Oil, Gas, etc.) OOTHER *Note: for gas well drilling, non -high volume hydraulic fractured wells only �r 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Total Site Area � 1 Total Area To Be Disturbed d Existing Impervious Area To Be Disturbed L' 1 ._ Y Future Impervious Area Within Disturbed Area 5. Do you plan to disturb more than 5 acres of soil at any one time? 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. N A B 0 o C D 0 0 � 0 o i o 0 7. Is this a phased project? Start Date 8. Enter the planned start and end — - —j dates of the disturbance activities. Page 3 of 14 d 0 Yes 0 No O Yes O No End Date I 8600089821 9. Identify the nearest surface waterbody (ies ) to which construction site runoff will v ' discharge. Name r 9a. Type of waterbody identified in Question 9? 0 Wetland / State Jurisdiction On Site (Answer 9b) 0 Wetland / State Jurisdiction Off Site 0 Wetland / Federal Jurisdiction On Site (Answer 9b 0 Wetland / Federal Jurisdiction Off Site 0 Stream / Creek On Site 0 Stream / Creek Off Site 0 River On Site 9b. 0 River Off Site L k O How was the wetland identified? D a e n Site 0 Regulatory Map 0 Dake Off Site 0 Delineated by Consultant 0 other Type On Site 0 Delineated by Army Corps of Engineers 0 other Type Off Site 0 other (identify) Ll 10. Has the surface waterbody (ies ) in question 9 been identified as a 0 Yes 0 No 303(d) segment in Appendix E of GP -0-15-002? 11. Is this project located in one of the Watersheds identified in Appendix C of GP -0-15-002? 0 Yes 0 No 12. Is the project located in one of the watershed areas associated with AA and AA -S classified waters? If no, skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? �JJ-1 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? 0 Yes 0 No 0 Yes 0 No 0 Yes 0 No Page 4 of 14 �i 6403089820 15. Does the site runoff enter a separate storm sewer system (inciudi_n.g roadside drains, swales, ditches, culverts, etc) 0 Yes (D No 01 Unknown 16. What is the name of the municipality/entity that owns the separate storm sewer system? 17. Does any runoff from the site eater a sewer classified Yes No a Unknown as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? Yes No 19. Is this property owned by a state authority, state agency, federal government or local government? o Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Q Yes Q No Agreement, etc.) 21. Has the required Erosion and Sediment Control component of the SW -PPP been developed in conformance with the current NYS 0 Yes o Standards and Spe cl f icatio s for Erosion and Sediment Control ( aka Blue Book) ? 22, Does this construction activity require the development of a SWPPP that includes the post -construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and 0 Yes 0 No Quantity Control practices/techniques)? If No, skip questions 23 and 27-39. 23. Has the post -'on st ruct i on stormwater management pra t.i. ce component of the S PPP been developed in conformance with the current 1AYS 0 Yes Q No S t ormwa t er MaDagement Design Manual Page 5 of 14 t 0251089825 r` 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: r" Q Professional Engineer (P . E . ) o Soil and Water Conservation District (SWCD) Q Registered Landscape Architect (R . L . A) 0 Certified Professional in Erosion and Sediment Control (CPESC) 0 owner/operator 0 other r SWPPP PrePI3rer Contact Name (Lasts Space, First) IL Ma'lin_g Address City State Z,. IIIIIIl__� i t m Phone Fax Email SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP -0-15-002. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name Last Name LJJJJ_I_ Signature Page 6 of 14 MI Date 0005089822 25. Has a construction sequence schedule for the planned management practices been prepared? 0Yes 0 N 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Vegetative Measures Other Q Check Dams Q Construction Road Stabilization Q Dust Control Q Earth Dike Q Level Spreader 0 Perimeter Dike/Swale 0 Pipe Slope Drain D Portable Sediment Tank Q Rock Dam 0 Sediment Basin Q Sediment Traps Q Silt Fence 0 Stabilized Construction Entrance Q Storm Drain Inlet Protection 0 Straw/Hay Bale Dike 0 Temporary Access Waterway Crossing Q Temporary Stormdrain Diversion 0 Temporary Swale 0 Turbidity Curtain 0 Water bars Biotechnical 0 Brush Matting Q Wattling Q Brush Matting Q Dune Stabilization Q Grassed Waterway 0 Mulching 0 Protecting Vegetation 0 Recreation Area Improvement 0 Seeding 0 Sodding 0 Straw/Hay Bale Dike Q Streambank Protection 0 Temporary Swale 0 Topsoiling 0 Vegetating Waterways Permanent Structural Q Debris Basin Q Diversion 0 Grade Stabilization Structure 0 Land Grading Q Lined Waterway (Rock) 0 Paved Channel (Concrete) 0 Paved Flume Q Retaining Wall Q Riprap Slope Protection 0 Rock Outlet Protection 0 Streambank Protection Page 7 of 14 7738089822 Table 1- Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices ( SMPs ) Total Contributing RR Techniques (Area Reduction Area (acres) 0 Conservation of Natural Areas (RR -1) -El 0 Sheetf low to Riparian Buffers/Filters Strips (RR -2) . , * Tree Planting/Tree Pit (RR -3) ... .. ... .. . �. * Disconnection of Rooftop Runoff (RR -4)--1 Total Contributing Impervious Area (acres) and/or and/or and/or and/or i RR Techniques (Volume Reduction) 0 Vegetated Swale (RR -5) ......Y..r............................... 0 Rain Garden (RR -6) ..........................y............,.•.. 0 Stormwater Planter (RR -7) .........-.-. .. -•- •. 0 Rain Barrel/Cistern (RR -8) ...-_.......................... 0 Porous Pavement (RR -9) ..........k...,........+.........F..t.., 0 Green Roof (RR -lo) .............�.,..........•*..............., Standard SMPs with RRv Capacity 0 Infiltration Trench (I-1) •••••• •--•-•+l+k........ - - 0 Infiltration Basin (I-2)•-•••.#....,....••-•+�•••--•-*.�•}•• Q Dry Well (I-3) .........••..••................. ............., 0 Underground Infiltration System (I-4) b .••••••••.• ••- 0 Bioretention (F-5) •••-• •, ki+r.....+.+.Y......._........_.... 0 Dry Swale (0-1) ....... .....k................................. Standard SMPs 0 Micropool Extended Detention (P-1) .......y.................... , • O Wet Pond (P-2) ............................ ......... .... 0 Wet Extended Detention (P-3) -• •••••• •••••••••• O Multiple Pond System(P-4) ............. O Pocket Pond (P-5)............,. _...... .......,.......... 0 Surface Sand Filter (F-1) •••••............... ........ 0 Underground Sand Filter (F -2) -•-k•••• ............ 4 _ 0 Perimeter Sand Filter (F-3) ................................... I • 0 organic Filter (F-4) .........,.................. .,. .. ,, 0 Shallow Wetland (W -l) ...Yikk+k+,..,.f....z...................k O Extended Detention Wetland (W-2) . ❑ Pond/Wetland System (W-3) .....R....�.s............. 0 Pocket Wetland(W-4) .................,.................,...... 0 Wet Swale (0-2) .........................�..... Page 9 of 14 07 6208 9822 Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Alternative SMP Impervious Area (acres) O Hydrodynamic .......,.. ...... .... • 0 Wet Vault . . y . . e . . . . ■ ■ . . r . ■ . . , . . . . . . . . 0 Media Filter.........I IM .....,■.,�...,,.......... r a ■ . i ■ ■ t ■ . ■ . , 0 other Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Name Manufacturer I I E Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) anc Standard SMPs with RRv capacity identified in question 29. 31. Total RRv provided • acre-feet Is the Total RRv provided (#30) greater than or equal to the total WQv required ( #28) . Q Yes 0 No If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = ( P) (0.95) (Ai) / 12 , Ai= ( S) (Aic) ] Minimum RRv Required acre-feet 32a. Is the Total RRv provided i#307 greater than or equal to the Minimum RRv Required (#32)? Q Yes Q No L If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required ( #28) . A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 1766089827 33. Identify the Standard SMPs in Table l and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30). Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided LLI acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice - RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and l the WQvrovided t#33a •I p 7 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? 0 Yes 0 No If Yes, go to question 36. If No, sizing criteria has not been met, so NDI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a), if applicable. CPv Required CPv Provided -L acre-feet oars feet 36a. The need to provide channel protection has been waived because: 0 Site discharges directly to tidal waters or a fifth order or larger stream. 0 Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a), if applicable. Total Cverbank Flood Control Criteria (Qp) Pre -Development Post -development CFS CFS Total Extreme Flood Control Criteria (Qf) Pre -Development Post -development FT-iCFS � CFS Page 11 of 14 F1310089822 7 Th,°_- need t:ee-. the QP and Qf criteria has been waived because: 0 Site discharges directly to tidal waters or a fifth order or- larger stream. ()Downstream analysis reveal -s that the Qp and Qf controls are not r-equired 38. Has a long term Operation and Maintenance Plan for the post -construction stormwater management practice(s) been 0 Yes 0 No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance J � 9. Use this space to sunLmarize the spec= for not reducing 100s of WQv require( This space -can also be used for othei IPage 12 of 14 I 4285089826 �1 40. Identify other DEC permits, existing and new, that are required for this prof ect/facility. Q Air Pollution Control Q Coastal Erosion 0 Hazardous Waste Q Long Island Wells 0 Mined Land Reclamation 0 Solid Waste 0 Navigable Waters Protection 1 Article 15 Q Water Quality Certificate 0 Dam Safety Q Water Supply 0 Freshwater Wetlands/Article 24 0 Tidal Wetlands 0 Wild, Scenic and Recreational Rivers Q Stream Bed or Bank Protection / Article 15 0 Endangered or Threatened Species(Incidental Take Permit) Q Individual SPDES Q SPDES Multi -Sector GP N Y R Q other Q None 41. Does this project require a US Argy Corps of Ery qi nee rs Wetland Permit? Yes No 1f Yes, Indicate i ze of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? 0 Yes 0 No (If No, skip question 43) 4 a t "MSPP P Acceptance" form en signedy �principal 'e$ 0 Noecutive officer or rankling elected official and submitted along With this NOIR 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y R Page 13 of 14 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I ilride r t anal them. T also understand that, under the term of the permit, there may be reportinq requirements. I hereby certify that this docamerpt and the corre ipo nding documents were prepared under my direction or supervision, l am aware that glare are significant penalties for Submitting false infer-mat.i n, izLcludinq the pos5ibllity o fine and impri soiF=eTit. for knowing violations. I further u- nders t ai d that coverage under the ge rre ra i permit will be identified in the acknowl edgMent that I wILI receive as a result o t submitting this NOI and c6n be a -s long as s ixt Y (60) business days as provided for in the general permit. I also understared that, by submitting this N01, I am acknowledging that the SW PPP has been developed and will he implement Ld-5 the first uleent c i construction, and agreeing to,comply wi Lh all the terms and. conditions of theL general = emit for which this NOI is being submitted. Print First Name i Print Last Nam Owner/Operator Signature Title' Page 14 of 14 7 Appendix K Notice of Termination (NOT) New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person' 4a.Telephone: 4b. Contact Person E -Mail: i II. Project Site Information 5. Project/Site Name' 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. ❑All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. ❑Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number: NYR (Note: Permit coverage can not be terminated by owner identified in 1.1. above until new owner/operator obtains coverage under the general permit) 9c. ❑Other (Explain on Page 2) IV. Final Site Information- 10a. Did this construction activity require the development of a SWPPP that includes post -construction stormwater management practices? ❑yes ❑ no If no, go to question 10f.) 10b. Have all post -construction stormwater management practices included in the final SWPPP been constructed? ❑yes ❑ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity -continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? ❑yes ❑ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post -construction stormwater management practice(s): ❑Post -construction stormwater management practice(s) and any right-of-ways) needed to maintain practice(s) have been deeded to the municipality. o Executed maintenance agreement is in place with the municipality that will maintain the post -construction stormwater management practice(s). ❑ For post -construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record. ❑ For post -construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? ❑yes ❑ no (If Yes, complete section VI - "MS4 Acceptance" statement V. Additional lnformation/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position. Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity -continued VII. Qualified Inspector Certification -Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name' Title/Position: Signature: Date: VIII. Qualified Inspector Certification -Post-construction Stormwater Management Practice(s): hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position- Signature: Date: IX. Owner or Operator Certification hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination -January 2015) Page 3 of 3 Appendix L Deep Ripping and Decompaction, Spill Reporting New York State � DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Water Deep -Ripping and Decompaction AI)ril 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) "Decompaction" (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 1 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 composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. ell a. ... 1i IF P f 4 s 4 IF fR 1. ?'•rh BI P + ' N'4 Fig. 1. A typical deep ripping phase of this practice, during the first in a series of progressively deeper "rips" through severely compressed subsoil. 1 Recommended Application of Practice The objective of Deep Ripping and Decompaction is to effectively fracture (vertically and laterallly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help reduce runoff. Together with topsoil stripping, the "two-phase" practice of Deep Ripping and Decompaction first became established as a "best management practice" through ongoing success on commercial farmlands affected by heavy utility construction right-of-way projects (transmission pipelines and large power lines). e . Fig. 3. Construction site with significant compaction of the deep basal till subsoil extends 24 inches below this exposed cut - and -fill work surface. Nott permeabinty, sols carainage anti croplanca 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 rippingldecompacting 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 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 bulb 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 flat, 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 E 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 between the palms down to a 118 inch diameter thread. (Use the same test for stored topsoil material before respreading on the site.) If the respective soil sample crumbles apart in segments no greater than 318 of an inch long, by the time it is rolled down to 118 inch diameter, it is low enough in moisture for deep ripping (or topsoil replacement), and decompaction. Conversely, as shown in Figure S, if the rolled sample stretches out in increments greater than 318 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 E 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 movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help 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 6). PqLr Fig. 7. one of several variations of an agricultural ripper. This unit has long, rugged shanks mounted on a steel V -frame for deep, aggressive fracturing through Phase 1. Use a "heavy duty" agricultural -grade, deep ripper (see Figures 7,9,1 o 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 S 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. :" Pulling -Power of Equipment Use the following rule of thumb for tractor horsepower (hp) 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 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. The 4 -wheel drive, articulated -frame tractor in Figure 8 is 174 hp. It will be decompacting this unobstructed, former construction access area simultaneously through 11 inches of replaced 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 hp, such as the one in Figure 9 pulling a 3 -shank deep ripper, may be more maneuverable. Some industrial -grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are 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 vertical fracturing of the soil materials necessary to restore soil permeability and infiltration. In addition, the power graders and bulldozers, as pullers, are far less maneuverable for turns and patterns than the tractor. VA Fig. 9. This medium tractor is pulling a 3 - shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. k _ •�• ;� 4� a4 •stir, •w ,_. Fig. 9. This medium tractor is pulling a 3 - shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. Depth and Patterns of Movement As previously noted both Phase 1 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 3/4 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 I Deep Ripping can be correspondingly reduced to the implement's minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. At Fig. 10. An early pass with a 3 -shank deep ripper penetrating only 8 inches into this worksite's severely compressed subsoil. Fig. 11. A repeat run of the 3 -shank ripper along the same patterned pass area as Fig. 9; here, incrementally reaching 18 of the needed 22 inches of subsoil fracture. Typically, three separate series (patterns) are used for both the Phase 1 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 E'V 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/4 - inc /4- inc cone penetrometer.) Fig. 12. Moderately dry topsoil is being replaced on the affected site now that Phase 1 deep ripping of the compressed subsoil is complete. �rt ` ' Jwl rf r s Y A f r t Fig. 13. The same deep, angled -leg subsoiler shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction (deep 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 "flip-flopped" to continually centerline. This final series skipped by the second series. Maintenance and Cost again uses the broad, alternating S pattern, but it is cross the previous S pattern along the corridor's of the S pattern curves back along the edge areas Once the two-phase practice of Deep Ripping and Decompation 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. [U 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 on 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) Decompacting or deep subsoiling takes 3/4 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 Piihlirntinnc- •American Society of Agricultural Engineers. 1971. Compaction of Agricultural Soils. ASAE. . Brady, N.C., and R.R. Weil. 2002. The Nature and Properties of Soils. 13th ed. Pearson Education, Inc. • Baver, L.D.1948. Soil Physics. John Wiley & Sons. • Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2nd 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., T.J. Sauer, and W.F. Bennett. 2001. Soil Science Simplified. ed. 41h ed. Iowa State University Press. • Magdoff, F., and H. van Es. 2000. Building Soils for Better Crops. 2nd ed. Sustainable Agricultural Networks • McCarthy, D.F. 1993. Essentials of Soil Mechanics and Foundations, Basic Geotechnics 4th ed. Regents/Prentice Hall. • Plaster, E.J. 1992. Soil Science & Management. 3rd 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 (yarimis ngm County, New York. USDA. Infornof ❑ rrocc- Examples of implements: --1 i. T Access by Internet search of John Deere Ag -Thew Equipment for 915 (larger -frame model) V Rippe; and, for 913 (smaller -frame model) V -Ripper. Dw- 12, angled -leg subsoi ler. Access by internet search of: Bigham Brothers Shear Bolt Paratill-Subsoiler. h _ /saiesrnanual.dcere.comY 1psY:5alovii pan ti.-ii/en NA/primary tillagei 00 /feattire,�rioyers/915v pattern 11-ame_. htn11?sbu g&1 i n k;-- P rodca t Last visited March 08. Soils data of USDA Natural Resources Conservation Service. MRCS Web Soil Survey. and USDA -MRCS Official Soil Series Descriptions; View by Name.t t.L.Zjor k Iio.fI w.n resf usd a. g (-)vlcgi Rb' ii/osd Zosd tits n . Last visited Jan. 48. • Soil penetrometer information. Access by internet searches of: Diagnosing Soil Compaction using a Penetrometer (soil compaction tester), PS U Extension; as well as Dickey -john Soil Compaction Fester. ]-ir,tp'.//w NNw.dickey-joi'7rit)a,odLJcts,cc)nilpdUSoii of pactionTest. pdf and littD:i/ciFousoil.psu.eduF nsi n .Laces uc1 pdf Last visited Sept. 07 12 TECHNICAL FIELD GUIDANCE SPILL REPORTING AND INITIAL NOTIFICATION REQUIREMENTS 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 laws and regulations require spillers to report petroleum and hazardous materials spills. ■ The state and federal reporting requirements are summarized in Exhibit 1.1-1. ■ Petroleum 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 0 The spill is contained and under the control of the spiller; and 0 The spill has not and will not reach the State's water or any land; and 0 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 outs](le 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 B SPR's. 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 -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 B). 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. B SPR 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 I. 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 1.1-1 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. 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CZ Gi L �i c D? co L Z� 0 z 0 ►y C 0 m 0 a a� 0 0 N m 0 a c ca C 0 U C v E CD 7o r-- U') a co M C LZ C] o v ♦= ZJ�E (.0 w5 v o m CL C o c`v�vo (1),C CLC: J N [CS V7 v JC �Q�L TECHNICAL FIELD GUIDANCE SPILL REPORTING AND INITIAL NOTIFICATION ENFORCEMENT OF SPILLER RESPONSIBILITY 1.1-14 NOTES Spill Reporting and Initial Notification - Enforcement of Spiller Responsibility GUIDANNCE SUMMARY -AT -A -GLANCE # Use the "Notification Procedures Checklist" (Exhibit 1.1-3) to document conversations with the responsible party or potentially responsible party (PRP/RP) concerning his or her clean-up responsibilities. # The steps to follow when you inform the PRP/RP of his or her legal responsibility are: - Give your name and identify yourself as a DEC employee; - - Inform them that they have been identified as the party responsible for the spill; Inform PRP/Rps of their liability for all clean-up and removal costs. (If necessary, cite Section 181 of the Navigation Law); R - Ask PRPIRps "point blank" if they will accept responsibility for the cleanup; and y 4 If the PRP/RP does not accept responsibility, or does not admit to being the PRP/RP, inform him 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 and when to use these forms and what they may include, 1.1-15 I ►, C1i1 Wi WS 1.1.2 Spill Reporting and Initial Notification - Enforcement of Spiller Responsibility This section provides guidance on those steps you take to inform 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 mail, or in person) you have with Rps throughout the response process concerning their fiilfillment 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 a rid Polis 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: Any 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 whom 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. It is DEC's policy to make every effort to have PRP/RPs pay for cleanups from the outset.' To achieve PRP/RP-directed and PRP/RP-financed cleanups, your responsibilities are to: (1) identify the PRPIRP(s), (2) inform them 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 advte 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 co n1i{ac tors} and, more significantly, it usually results in 1 ower c 1 can -up costs. Because the PRP/RP is responsib 1 e for a 11 indirect costs incurred if DEC conducts the c 1 eanup, the spi 11 e wi 11 pay for the DEC contractor's c 1 can -up work, as we 11 as the supe 1-visioncosts inc Li r j --ed by DEC, any third -party claims asso iated with the spi 11, awl aiiy punitive fines levied. ' Spillers are not only responsible for assuming the costs of a cle�in up, 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 knoxv i qiy gives or causes to be gi ven .a ny False ill foratior� as ark of, or in response t any cta�rti Made "ursuant to Th i s a icle for cleanup d removal costs d i reet or indircct darna es resulting i n fr.4oni discharge, e, Or who otherwise g g _ violates any of the provisions of this article or any rule promulgated thereunder or who falls to comply with any duty created by this arti a lc shall be liable to a rienaltv o l` riot more than twextty-fie thousand dol l ir.s for cac'h offense in court of C oir petent jurisdiction, If the violation is of a continuirt nature each da d uri n , w�� ici� it cc�nti n sues shy l l const itLit e art a ;ti opal. scparatc. and distinct gffnse. (emphasis added 1.1-16 NOTES . Notification P r+occss Part 1, Section 45 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 informing 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. '140 Y ifo r iii iiia. I Ps of Their Res i)o its i b1' 1hv '-It t hC SDill SCen 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 firm and direct in informing the PRP/RP of their responsibility, you should mare 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. I n f it Spillers o f Th * R Eesponsi bi lily in wri ti n You should send three different letters to the PRP/RP to inform them of their responsibility (see Exhibit 1.1-4, "Notification Forms Summary"). If a site response was initiated and you are able to confirm 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.") IMMIN Exhibit 1.1-3 Notification Procedures Checklist Completed Step Date Contact(s) 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 PRPIRPs "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 spiller, 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 I m2 E E 0 0 E C3 0 U. E •— emp �0 U. 0 2� C 0 sm. E 0 LL c 0 V 0 Z 0 c� 0 U] Eo M T i ■ •J L 0 J Z .cn C 0 CL w 0) L 0) U7 4. a? oy . [` M a -0 0 C U U }, o 0 C a co 0 _a -0 (u U o .� 4:l".4 . CL cn i C 0 . N (d o o E a3 C Co 0 0 0] E _C: C N C ❑ v 0q: � 4-- 0 C co CL C C N U N caco U CD CL N00D N o 'C m L tm 0-0- .4-0v .D a o C c C Q 0] � a v WE WE T 29 ■ T SI I•J [u E Mcn U-0 � 0} E C C U W v 0 U - .N C 0 CL co 0 L 0) .CL w 0 0s U C CL [d a3 U El -o a) tf nCL L L 0 0] L U !a 0: 0 � 'a C cn CL m = d3 U? ❑ 4 A� 1]J L a CP N� 0 cn CU o L O-0 CL _0 cn 4—' co w `0� U 0) N c� U3 Lo] D] a3 a3 J 0 Q 0 .cn 0 0 0 L� W 4R W C CL E U 0 v a D) CL 0 C, 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 incurred by third parties. Sincerely Regional Spill Engineer Region 1.1-20 Exhibit 1.1-6 Acceptance of Spiller Responsibility Letter [Date] ACCEPTANCE of FINANCIAL RESPONSIBILI (Name of Company and Person) cleanup of (Substance) hereby assumes responsibility for containment and discharged from (Source) on ,and recognizes that the determination of the adequacy and propriety of (Date) the consent and cleanup operation continues to rest with the New York State Department of Environmental Conservation On -Scene Coordinator. (Authorized Signature and Title) (Name and Title Printed) (Address of Company) (Date and Time) (Witness) 1.1-21 SPILL # 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 thespill within a period of time 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 human 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 dependin(l 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 DEC 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 from which the PRP/RP can choose. For example, when an UST fails an initial tank test the following options could be included: # 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 Exhibit 1.1-7 Sample option Letter: Soil Cleanup Spill [Date] [Addressee] [Address] Dear [ ] This letter is to confirm your - site meeting) Lelephone canverswith of this Department on _ (Name) (day) (date) in regards to the above-mentionedspill site. This site involves The following items were discussed and agreed upon: (year) (explanation) 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 at 547-4590. Your cooperation will be appreciated. (Name) Very truly yours, Senior Sanitary Engineer 1.1-24 Exhibit 1.1-8 Sample option Letter: Initial Tank Failure [Date] [Addressee] [Address] Dear [ ]: This Department received notification on that (a) (gallons) (product stored) . On (contractor) discussed with (person) (day) (date) (year) tank(s) failed its (their) tank test performed by Mr, of this Department (date) (name) that one of the following options must be done concerning this tank. 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 from the tank. 2. The tank itself must be removed within thirty days. A Petroleum Bulb Storage form 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 proper ventilation of the tank interior. 4. All safety precautions regarding the opening, cleaning and a ilten'ng 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 must be present when this tank is removed to determine if any groundwater or soil con on exists. If o rowidwater or soil contan­�ilation is found, further remedial work will be required. If you have any questions, please contact at 847-4590. Your cooperation will be appreciated. Sincerely. 1.1-25 Exhibit 1.1-9 Sample Option Letter: Retest Failure, Tank Removal [Addressee] [Address] Dear [ ]: On _, a _gallon (day) (date) (year) (#) (material) above-mentioned address failed a system tank test. On (day) (date) (year) Since the tank failed the retest, the following must now be done: [Date] underground store storage tank at the 1. All product must be immediately removed from the tank. , this tank failed an isolation tank test. 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 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. of this Department must be notified when you have a firm (Name) date for removal. We must be present when this tank is removed to detemuine if any groundwater or soil contamination exists. If g o u nd v at r or soil cont ainin ati on is found, further remedial work will be required. For your use, enclosed is a list of contractors that are known by this Department 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 Your cooperation will be appreciated. (Name) Sincerely, 1.1-26 at 847-4590 Exhibit 1.1-10 Sample option Letter: Failed Tank Test [Date] ERTIFIED - RETURN P.FCFT i E UB"1 �l �D [Addressee] [Address] RE: Spill No. Gentlemen: This office has been informed I)y NameAtli at tank failed a Petrotite systems test. In accordance with Article 12 of the New York State Navigation Law, I must determine 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 Peti-oti to 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 byate by the responsible party, the State will begin the cleanup and bill the responsible PAY• Sincerely, 1.1-27 Exhibit 1.1-11 Sample Option Letter: Ground -water Cleanup [Date] [Addressee] [Address] Dear [ I This letter is to confirm your (site meetingUtelephone c o r iv e sa t i o r') with (Name) _,of this Department on . date)Fear '. Groundwater at this spill site is coiitai riiiiated with live IIoat iIIg 0 11 wissolvcd of i c riip n+�r�ts�. The following items were discussed and agreed upon: 1. (#)addrtional four -inch nionitori�ig 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 from the tank is then recovered. You should check with your contractor to dctcc i -iii 1 rie the best method for the recovery well. Groundwater must be pumped to depress the groundwater table. 3. The discharge water must be sampled for ntw-n i rates j . Dependent upon the sampling results, it may be discharged with a SPDES permit to ame . The water must at all times be sheenless. An air stripper or a carbon filter may 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 ate . Should you have any questions, please do not hesitate to contact {Name} at 847-4590. 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 recent inspection by Named of this office indicated that the cont -u ' nated soil at your facility still remains on site. We are requesting this oil be removed h(day) d, v carto 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 ate , DEC will 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 (Naive) 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 certified letter (Exhibit 1.1-13) notifying themthat their actions have been unsatisfactory and that DEC will assume responsibility for the cleanup. This letter again informs the PRP/RP of his or her liability for all costs incurred by DEC during its cleanup. 1.1-30 Exhibit 1.1-13 Unsatisfactory Cleanup Notice Letter [Date] CERTIFIED MAIL [Addressee] [Address] Dear Sir: SPILL # My letter of -Dated _ notified you of New York State's interest in a pollution incident for which you are presently considered responsible. You are hereby given notice that your actions to remove the pollutant and mitigate its effects have been evaluated as unsatisfactory. Effiective (Date) , the New York State Department of Environmental Conservation will conduct all cleanup aeti v i ties under the authority of Article 12 of the Navigation Law. Removal will be effected in accordance with the regulations of the Department of Emi ir� �n m e i tzi I 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) Received and Acknowledged Sincerely, Time Date 1.1-31 TECHNICAL FIELD GUIDANCE SPILL REPORTING AND INITIAL NOTIFICATIONS - ACCESS AND RIGHT -OF -ENTRY 1.1-32 NnTVC 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 geiieral, 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 This 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. Therefore, this information can be found in A p pei id 1 x 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 enter 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 further authorized to enter on property or premises in order to assist in the cleanup or removal of the discharge. Any information relating to secret processes or methods of manufacture shall be kept confidential. In any emergency or non -emergency, 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 from 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. This consent can be either written or verbal. Obtaining this consent may help avoid civil or criminal charges for trespass being logged. Incases where the owner/agent is not available or not ascertainable, entry should be made. 1.1-34 Appendix M SHPO Correspondence NEIN YORK STATE OF OPPORTUNITY -\4 0. ANDREW M. CUOMO Governor December 02, 2016 Parks,, Recreation, and Historic Preservation ROSE HARVEY Commissioner Ms. Christine Delorier USAGE, Upstate Regulatory Field office 1 Buffington Street Watervliet, NY 12189-4000 Re: U SAC E Vilest Avenue Development North side of Station Ln, Saratoga Springs, Saratoga County, NY 16PR08208 Dear Ms. Delorier: Thank you for requesting the comments of the State Historic Preservation office (SHPO). We have reviewed the project in accordance with Section 106 of the National Historic Preservation Act of 1966. These comments are those of the SHPO and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the National Environmental Policy Act and/or the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8). Based upon this review, the New York SHPO has determined that no historic properties will be affected by this undertaking. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, Ruth L. Pierpont Deputy Commissioner for Historic Preservation Division for Historic Preservation P.O. Box 189, Waterford, New York 12188-0189 • (518) 237-8643 • www.nysparks.com