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20210755 269 Broadway Site Plan Revised Site Plan-Plans
Storm Water Pollution Prevention Plan for Proposed Mixed Use Building 269 Broadway, Saratoga, NY 12866 MJ Project No.: 987.04 February 18th, 2022 Prepared For: Prime Group Holdings 85 Railroad Place Saratoga Springs, NY 12866 Prepared By: �elEngineering and � Land Surveying, P.C. �� �-- 1533 Qesceni koad Gifton Nark.NY 12065 PREPARER OF THE SWPPP "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person(s)who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a Class A misdemeanor pursuant to Section 29.45 of the Penal Law." Signature: Name1: Michael D. Panichelli, PE Title: President, MJ Engineering and Land Surveying, P.C. License No.: 074751 Date: February 18th, 2022 1 This is a signature of an officer of the corporation authorized in policy or decision-making functions of the corporation. Storm Water Pollution Prevention Plan TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY............................................................................................................1 1.1 Base Storm Water Pollution Prevention Plan (SWPPP)................................................................1 1.2 Project Description........................................................................................................................1 1.3 Stormwater Pollution Controls.....................................................................................................2 1.4 Conclusion.....................................................................................................................................3 2.0 SWPPP RESPONSIBILITIES........................................................................................................4 2.1 Owner's/Operator's Responsibilities............................................................................................4 2.2 Owner's/Operator's Engineers Responsibilities...........................................................................5 2.3 Contractor's Responsibilities ........................................................................................................6 2.4 SWPPP Participants.......................................................................................................................8 3.0 SITE CHARACTERISTICS............................................................................................................9 3.1 Land Use and Topography............................................................................................................9 3.2 Soils and Groundwater..................................................................................................................9 3.3 Watershed Designation ..............................................................................................................10 3.4 Receiving Water Bodies..............................................................................................................10 3.5 Aquifers.......................................................................................................................................10 3.6 Wetlands.....................................................................................................................................10 3.7 Flood Plains.................................................................................................................................10 3.8 Listed, Endangered, or Threatened Species ...............................................................................10 3.9 Cultural and Historic Resources..................................................................................................11 3.10 Rainfall Data................................................................................................................................11 4.0 CONSTRUCTION SEQUENCE...................................................................................................12 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL.......................................................................13 5.1 Temporary Erosion and Sediment Control Measures.................................................................13 5.2 Permanent Erosion and Sediment Control Measures ................................................................15 5.3 Other Pollutant Controls.............................................................................................................16 5.4 Construction Housekeeping Practices ........................................................................................16 6.0 POST-CONSTRUCTION STORMWATER CONTROLS..................................................................19 7.0 INSPECTIONS, MAINTENANCE,AND REPORTING....................................................................29 7.1 Inspection and Maintenance Requirements...............................................................................29 7.2 Reporting Requirements.............................................................................................................31 Storm Water Pollution Prevention Plan iii TABLE OF CONTENTS (CONT'D) APPENDICIES Appendix A: NYSDEC SPDES General Permit GP-0-20-001 Appendix B: Notice of Intent(NOI) Notice of Termination (NOT) (Sample Form) SWPPP Preparer Certification Owner/Operator Certification Form NYSDEC Acknowledgement Letter of Permit Coverage Appendix C: Operator's Certification Form Contractor's Certification Form Appendix D: SWPPP Inspection Report(Sample Form) Appendix E: Record of Stabilization and Construction Activity Dates (Sample Form) Appendix F: Post-Construction Inspections and Maintenance Appendix G: USDA Soils Report Infiltration Testing Report NYSDEC and USGS Aquifer Mapping NYSDEC Environmental Resources Mapper USFWS National Wetlands Inventory(NWI) Wetlands Mapping FEMA FIRM Floodplain Mapping USFWS Threatened and Endangered Species Screening (IPaC) SHPO CRIS Historic Places Screening Maps Appendix H: Pre-Development Watershed Delineation Map Pre-Development HydroCAD Model Appendix I: Post-Development Watershed Delineation Map Post-Development HydroCAD Model AppendixJ: Design Calculations Appendix K: Project Plans Storm Water Pollution Prevention Plan iv 1.0 EXECUTIVE SUMMARY 1.1 Storm Water Pollution Prevention Plan (SWPPP) This Storm Water Pollution Prevention Plan (SWPPP) has been prepared for the construction of a proposed mixed use builidng with underground parking at 269 Boradway in the City of Saratoga.The project consists of 0.75 acres. The existing parcel is currently vacant with greenspace and adjacent sidewalks. This SWPPP has been developed in accordance with the"New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Storm Water Discharges from Construction Activity" General Permit Number GP-0-20-001, effective January 29, 2020 through January 28, 2025. This SWPPP and accompanying plans identify and detail storm water management(SWM),pollution prevention,and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans (only those plans applicable to this report were included in this package) entitled "Prime Group Holding Building" dated July 2021 by M.J. Engineering and Land Surveying, have been submitted as a set.These engineering drawings are considered an integral part of this SWPPP,therefore this SWPPP is not considered complete without them. References made herein to "the plans" or to a specific"sheet" refer to these drawings. This report considers the impacts associated with the project for: 1. Maintaining existing drainage patterns to the maximum extent practicable, while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of storm water runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential storm water quality impacts and preventing soil erosion and sedimentation resulting from storm water runoff generated both during and after construction. These objectives will be achieved by designing and implementing Best Management Practices (BMP's) to control potential pollutants in the runoff from the project site during and after construction. 1.2 Project Description The project site is located on 0.75 acres at 269 Broadway within the City of Saratoga Springs,Saratoga County, NY. This land currently encompasses a concrete sidewalk and maintained greenspace.There was a building originally on site which was demolished in 2019.The proposed construction is expected to result in approximately 0.75 acres of soil disturbance.The project area is depicted in Figure 1-1. The general scope of work for involves site clearing, storm sewer installation, electrical duct installation, gas line installation, watermain installation, underground parking, green roof installation, and underground detention system.This SWPPP provides discussions,plans,and calculations for the water quality and quantity control measures and the erosion and sediment controls for the project site. Storm Water Pollution Prevention Plan 1 �. �a � f �� -;�„k•. - � �,, 1 ''4� .' p"� ;~� t •� ! ,� '�� �.�'r� �rLL� r � �� � � �n � r, ;� �� I � I - _ � .��f�r�� 'i�, ��':��i��T7n �CTi=dl t�•il� v L�� � � � �' �] ; e � .� ` w ' '� � ! ��fil�"��`f= i E,r�i�4 ��� ,� � a� ti r� .,n��o�c�, _ � ,�� _,�_��,�.,�,.���n,�� ..� � �_ �- � ���`r�� r '�� � .. _.� a -, �� ��b �� r� �.:`.v'.• �'�l.",�.'�.?FF2 li,i. ��• �� Y� 7Y� J� , �� � �ono r i7�tYo.�' s�^3 �A, ��,. � ,� - `' � �, , �� ` ..(�. "#' . ..�y ,� � t�•�l � • � �1 > "+.5. . „ ti�"X�. �tr '� � C - � M1�„ �� � r f,� ��� • r r `� � t' ��� re ..v�� . �E�+_ ..� (" ... � i�-l",-.�i4p��'-�.. ' � � •y� f � � ���'"�Jn�k�Eia ^�• � �� i + ,r.�: ,' - - - . T' -� � � _ !� �- � : � APPROXIMATE SITE w' . � � � r� ��1` . • ' o �`� � - � � LOCATION � �" o � � O _ x �_`'_:' (� � � `� .,_ �� 1��;� Figure 1-1 Project Location Map The project is located entirely within the City of Saratoga Springs, and will discharge to Saratoga Springs' Municipal Separate Storm Sewer System (MS4).Therefore, an MS4 Acceptance Form will be required. Construction phase pollutant sources anticipated at the site may include disturbed (exposed) soil,vehicle fuels and lubricants, and chemicals/compounds associated with the facility construction. Without adequate control, there may be the potential for each type of pollutant to be transported by storm water. Runoff from the project site is anticipated to be collected, stored and conveyed in accordance with NYSDEC's regulations to the maximum extent practicable. Runoff from the project site will discharge into Geyser Brook south of the project site. 1.3 Storm Water Pollution Controls The proposed measures outlined in this plan have been designed to provide quality control by treating runoff prior to being discharge off site. These measures have been designed and evaluated in accordance with the following standards and guidelines: • New York State Storm Water Management Design Manual (NYSSMDM) (January 2015); • New York State Standards and Specifications for Erosion and Sediment Control (Blue Book) (November 2016);and, • New York State Department of Environmental Conservation(NYSDEC)State Pollutant Discharge Elimination System (SPDES)General Permit Number GP-0-20-001,effective January 29, 2020 to January 28, 2025. Storm Water Pollution Prevention Plan 2 The project has been designed utilizing the criteria outlined in Chapters 4, 5, 6, and 9 of the New York State Storm Water Management Design Manual (NYSSMDM). Storm water pollution controls planned include one(1)green roof and stormwater planters with an underground detention system for water attenuation. The storm water pollution controls described above will treat 100% of the water quality volume (WQv) for new development areas(new impervious)and a minimum of 25%of the WQv for the redevelopment impervious areas. Pre- and post-development surface runoff rates have been evaluated for the 1, 10, and 100-year 24-hour storm event. Comparison of pre-and post-development watershed conditions demonstrates that the peak rate of runoff from the entire site will not increase when compared to the pre-development condition for all storm scenarios. Therefore, the project will not have an adverse impact on the adjacent and downstream properties or receiving water courses (refer to Table 6-5). Further discussions of the pre-development and post-development conditions are provided in Section 6 of this document. The post-construction storm water management practice(s) will be owned by Prime Group Holding. Policies and procedures will be put in place to ensure operation and maintenance of the practice(s)in accordance the NYSSWDM and associated regulations. 1.4 Conclusion This SWPPP has been prepared in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control and NYS Stormwater Management Design Manual (NYSSMDM). It is our opinion that the proposed re-development project that proposes an increase in impervious area will not adversely impact adjacent or downstream properties if the storm water management practices are implemented and maintained in accordance with the requirements outlined herein. Storm Water Pollution Prevention Plan 3 2.0 SWPPP RESPONSIBILITIES To ensure compliance with the NYSDEC SPDES General Permit GP-0-20-001 conditions, a summary of the responsibilities and obligations of involved parties is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities,and obligations, refer to the SPDES GP-0-20-001 as provided in Appendix A. 2.1 Definitions 2.2 Owner's/Operator's Responsibilities 1. Retain the services of a "Qualified Professional" to provide the services outlined in Section 2.2 of this document, "Owner/Operator's Engineer's Responsibilities". 2. Retain the services of a "Qualified Inspector"to complete the inspection requirements as identified in Part IV.0 of GP-0-20-001. 3. Review the SWPPP to confirm it is in accordance with the Saratoga County MS4 Program Plan. 4. Have an authorized corporate officer complete and sign the Owner/Operator Certification form for the submission of an eN01.A copy of the completed NOI is to be included in Appendix B. 5. Submit the eN01 online at my.ny.gov. 6. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as$110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover,and the annual fee is$110.00. 7. Prior to the commencement of construction activity, the Owner/Operator shall identify the contractor(s)and subcontractor(s)that will be responsible for implementing the erosion and sediment control measures and storm water management practices described in this SWPPP. Have each of these contractors and subcontractors identify at least one (1) "Trained Contractor" that will be responsible for the inspection of the erosion and sediment control practices and pollution prevention measures on a daily basis. Ensure that the Contractor has at least one (1) "Trained Contractor" on site on a daily basis when soil disturbance activities are being performed. 8. Schedule a pre-construction meeting, which shall include the Facility's representative, Owner's/Operator's Engineer,Contractor,and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 9. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator's Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until areas of disturbance have achieved final stabilization and the Notice of Termination (NOT) has been submitted. 10. Forward a copy of the NOI Acknowledgement Letter received from the regulatory agency to the Owner's/Operator's Engineer for project records,and to the Contractor to maintain at the job site. 11. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP, inspection reports, Spill Prevention, Countermeasures, and Cleanup (SPCC) Plan, inspection records, and other required records on the job site so that they may be made available to the regulatory agencies. 12. Post at the site, in a publicly accessible location, a copy of the General Permit(GP-0-20-001),a signed copy of the NOI, the NOI Acknowledgement Letter, and on a monthly basis a summary of the site inspection activities. 13. Prepare a written summary of the project's status with respect to compliance with the general permit at a minimum frequency of every three(3)months during which coverage under the permit exists. The Storm Water Pollution Prevention Plan 4 summary should address the status of achieving the overall goal of the SWPPP. The summary shall be maintained at the site in a publicly accessible location. 14. Prior to submitting a Notice of Termination(NOT),ensure post-construction storm water management practice(s) that are owned by a public or private institution (e.g. school, college, university), or government agency or authority,the Owner/Operator has policies and procedures in place that ensure operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. 15. Submit a NOT form (see Appendix B)within 48 hours of receipt of the Owner's/Operator's Engineer's certification of final site stabilization to the address below and request acknowledgement of receipt from DEC. NOTICE OF TERMINATION NYS DEC, Bureau of Water Permits 625 Broadway,4t" Floor Albany, New York 12233-3505 16. Request and receive SWPPP records from the Owner's/Operator's Engineer and archive those records for a minimum of five(5)years after the NOT is filed. 17. Require the implementation of Post-Construction Inspections and Maintenance procedures outline in Appendix F. 18. The NOI, SWPPP and inspection reports required by GP-0-20-001 are public documents that the Owner/Operator must make available for review and copying by persons within five (5) business days of the Owner/Operator receiving a written request by persons to review the NOI,SWPPP,or inspection reports. Copying of documents will be done at the requester's expense. 19. The Owner/Operator must keep the SWPPP current at all times. At a minimum,the Owner/Operator shall amend the SWPPP: a) Whenever the current provisions prove to be ineffective in minimizing pollutants in storm water discharges from the project 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 NYSDEC or other Regulatory Authority. 2.2 Owner's/Operator's Engineers Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with federal,state,and local regulatory requirements. 2. Prepare the Notice of Intent (NOI) form (see Appendix B) or eN01, sign the "SWPPP Preparer Certification"section of the NOI,and forward to Owner/Operator for signature. 3. Prepare a construction Site Log Book to be used in maintaining a record of each inspection report generated throughout the duration of construction. 4. Participate in a pre-construction meeting with the Facility's MS4 representative (if applicable), Owner/Operator,Contractor,and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 5. Enter Contractor's information in Section 2.4 "SWPPP Participants" once a Contractor is selected by the Owner/Operator. 6. Identify at least one Qualified Inspector to conduct site inspections in conformance with Part IV.0 of GP-0-20-001 to determine compliance with the SWPPP. Site inspections shall be completed by the Qualified Inspector and shall occur at an interval of at least once every seven (7) calendar days. A Storm Water Pollution Prevention Plan 5 written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with deficiencies identified. A sample inspection form is provided in Appendix D. 7. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 8. Review the Contractor's SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, inspections,and maintenance logs. 9. Maintain the construction Site Log Book throughout the duration of construction. 10. The Qualified Inspector shall prepare an inspection report subsequent to each and every inspection and provide digital photographs of practices that have been identified as needing corrective actions. Inspection reports shall be signed by the Qualified Inspector. 11. The Qualified Inspector shall notify the Owner/Operator and appropriate Contractor within one (1) business day after the completion of an inspection with the corrective actions that need to be taken. 12. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 13. Based on the as-built conditions and material testing certifications performed by others, perform evaluations of the completed storm water management facilities to determine whether they were constructed in accordance with this SWPPP. 14. Conduct a final site assessment and prepare a certification letter to the Owner/Operator. The letter shall indicate that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, the storm water management facilities have been constructed substantially in accordance with the contract documents and should function as designed. The review shall include a topographic survey of the final site conditions and an evaluation of the completed storm water management facilities. 15. Prepare the Notice of Termination (NOT) located in Appendix B. The Qualified Inspector must sign the NOT Certifications VII (Final Stabilization) and VIII (Post-construction Storm Water Management Practices). The NOT shall be forward to the Owner/Operator for his signature on Certification IX (Owner/Operator Certification). 16. Transfer the SWPPP documents, along with NOI, permit certificates, NOT, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. 2.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix C and forward to the Owner's/Operator's Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed.The Trained Contractor shall 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. 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. 3. Provide the names and addresses of each subcontractor working on the project site. Require the subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Individual that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Contractor's Certification Form and forward to the Owner's/Operator's Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. Storm Water Pollution Prevention Plan 6 4. Create and maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5.4.4. of this SWPPP. This plan shall be provided to the Owner's/Operator's Engineer for inclusion in the Site Log Book. 5. Participate in a pre-construction meeting which shall include the Facility's representative, Owner/Operator,Owner's/Operator's Engineer,and sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. The Contractor shall submit appropriate documentation to the Owner's/Operator's Engineer if adjacent properties are to be used. Use of adjacent properties may include, but are not limited to, material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, The SWPPP should be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control,conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition. Prepare and retain written documentation of inspections as well as of repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Maintain a record of the dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated, until such time as the NOT is filed.A log for keeping such records is provided in Appendix E. 10. Begin implementing corrective actions within one business day of receipt of notification by the Qualified Inspector that deficiencies exist with the erosion and sedimentation control measures employed at the site. Corrective actions shall be completed within a reasonable time frame. Storm Water Pollution Prevention Plan 7 2.4 SWPPP Participants 1. Owner's/Operator's Engineer: Michael D. Panichelli, P.E., President MJ Engineering and Land Surveying 1533 CrescentRoad Clifton Park, New York 12065 Phone: (518)371-0799 Fax: (518)371-0822 2. Owner/Operator: Prime Group Holdings 85 Railroad Place Saratoga Springs New York 12866 3. Contractorz: Name and Title: Company Name Mailing Address: Phone: Fax: z Contractor's information to be entered once the Contractor(s) have been selected. Storm Water Pollution Prevention Plan 8 3.0 SITE CHARACTERISTICS 3.1 Land Use and Topography The overall project area is 0.75 acres.The project site is composed primarily of maintained grassland and concrete sidewalks.The topography in the project site is moderately sloped to the northwest,with 0 to 8%slopes. 3.2 Soils and Groundwater Review of the National Resources Conservation Service (NRCS) Soil Survey Data indicates the project area is predominately comprised of Windsor Loamy sand, of Hydrological Soil Group (HSG) Type A with 3 to 8 percent slopes.The soil survey for the project area is included in Appendix G.The Soil Conservation Service defines the HSGs as follows: • Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a moderate rate of water transmission. • Type B Soils: Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately course texture.These soils have a moderate rate of water transmission. • Type C Soils: Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. • Type D Soils: Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist of chiefly of clays that have a high shrink-swell potential,soils that have a high water table,soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. • Type B/D and C/D Soils: Soils assigned to a dual hydrologic soil group have soil characteristics that are represented by both classes.The first letter represents what the soils act like when they are drained and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. Soil testing was completed for the project site in September 2019. Test borings were performed in general conformance with the NYSDEC Storm Water Management Design Manual guidelines. Soils encountered were described based on visual estimation of the grain size distribution, along with characteristics such as color, relative density,consistency,moisture,etc. Eight (8) borings were progressed at the project site. Boring locations are depicted in Figure 1-1. Results from the infiltration testing are shown in Table 3-1. Groundwater was not encountered at the boring locations. See the geotechnical report in Appendix G. Storm Water Pollution Prevention Plan 9 3.3 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-20-001. 3.4 Receiving Water Bodies Storm water from the project site ultimately discharges into Geyser brook stream located south of the project site. Storm water is transmitted to the stream via overland flow and through existing storm water infrastructure.Mapping of the project site and receiving water bodies is included in Appendix G. 3.5 Aquifers The project site is located within a Principal Aquifer,see mapping in Appendix G 3.6 Wetlands 3.6.1 Tidal Wetlands Tidal wetlands are not located within or adjacent to the project area. 3.6.2 State Jurisdictional Wetlands(Article 24) The NYSDEC Environmental Resources Mapper (ERM) was utilized to reviewed for freshwater wetlands within or adjacent to the project area. The ERM indicated that State Regulated Freshwater Wetlands or buffer zones are not located within the project area. A copy of this mapping is included in Appendix G. 3.6.2 Federal Jurisdictional Wetlands(Article 404) National Wetland Inventory(NWI) mapping for the project area was reviewed utilizing the online Wetlands Mapper provided by the U.S. Department of Interior, Fish and Wildlife Service. Federal jurisdictional wetlands are not present on the project site or within the 100-foot buffer. A copy of this mapping is included in Appendix G. 3.7 Flood Plains A review of the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) Panel 36091C0433 E dated August 16t" 1995 show the project site is not located in a floodplain. The flood zone mapping is included in Appendix G. 3.8 Listed, Endangered,or Threatened Species 3.8.1 State Listing According to the NYSDEC online Environmental Resource Mapper, the potential does not exist for rare plants or animals to be present within the proposed project area, however the potential exists adjacent to the project area. The New York Natural Heritage Program (NYNHP) has no records of rare or state-listed animals or plants, or significant natural communities on or adjacent to the project site. Refer to Appendix G for additional information. 3.8.2 Federal Listing The United States Department of the Interior Fish and Wildlife Service (USFWS) online IPaC system was used to determine the possible presence of threatened and endangered species and habitat areas. The Storm Water Pollution Prevention Plan 10 USFWS website indicated that are no endangered or threatened species located in Saratoga County near the project site. The result is presented in Table 3-2, below. 3.9 Cultural and Historic Resources The Cultural Resource Information System(CRIS)through the New York State Office of Parks,Recreation and Historic Preservation (NYSOPRHP) indicates the project site does not contain structures listed on the State or National Register of Historic Places. According to the NYSOPRHP CRIS website, the project area is located adjacent to an archeologically sensitive area. The proposed construction will not impact the archaeologically sensitive area., see the No Affect Letter in Appendix G. 3.10 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Northeast Regional Climate Center's(NRCC) Extreme Precipitation in New York and New England interactive web tool for extreme precipitation analysis (precip.eas.cornell.edu). Rainfall data,for various 24-hour storm events, is presented in Table 3-3: Table 3-3 Rainfall Quantity Storm Event 24-Hour Rainfall(inches) 90% Rainfall 1.1 1-year 2.69 10-year 3.73 100-yea r 6.24 These values were used to evaluate the pre-development and post-development storm water runoff characteristics. Storm Water Pollution Prevention Plan 11 4.0 CONSTRUCTION SEQUENCE An "Erosion and Sediment Control Plan" for this project is included in Appendix K. The plan identifies the major construction activities that are the subject of this SWPPP. This document is fluid and is subject to change in accordance with the Contractor's work plan and subject to the Engineer's review and approval. If the actual construction activity varies from that depicted on the plans, the contractor will be required to notify the Owner's/Operator's Engineer overseeing the implementation of the SWPPP. The Owner/Operator must keep the SWPPP current so that the erosion and sediment control practices and storm water management practices being constructed and utilized on site are accurately documented. Amendments to the SWPPP shall be made, at a minimum: 1. Whenever the current provisions prove to be ineffective in minimizing pollutants in storm water discharges from the site; 2. 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 3. To address issues or deficiencies identified during an inspection by the qualified inspector, the Department,or other regulatory authority. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans.The Contractor may designate these tasks to certain subcontractors as seen fit,but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. Accompanying plans,details and specifications regarding the construction sequencing schedule shall be provided as part of the final design. Storm Water Pollution Prevention Plan 12 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be implemented during construction, to minimize soil erosion and control sediment from transport off-site. During construction, the permanent measures are installed to control the quality and quantity of storm water runoff from the site. The erosion control measures are designed to minimize soil loss and are intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties. The erosion and sediment control measures have been developed in accordance with the following documents: • NYSDEC SPDES General Permit for Storm Water Discharges From Construction Activity, Permit No. GP- 0-20-001 (effective January 29,2020 through January 28,2025) • New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. The SWPPP and accompanying plans also include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary erosion and sediment control measures that shall be applied during construction generally include: 1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction-site discharges. 2. Preservation of existing vegetation as much as practicable. Following the completion of construction activities in portion of the site, permanent vegetation shall be established on exposed soils. 3. Site preparation activities shall be planned to minimize the area and duration of soil disruption. 4. Permanent traffic corridors shall be established and "routes of convenience"shall be avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections will be included as part of the construction documents and are provided in Appendix K. 5.1.1 Stabilized Construction Entrance Prior to construction activities commencing at the site, a stabilized construction entrance will be installed at the proposed vehicle traffic entrance and exit points to reduce the tracking of sediment onto the facility and public roadways. Construction traffic must enter and exit the site at the stabilized construction entrance. The intent is to trap sediment that would otherwise be carried off-site by construction traffic. The entrance shall be maintained in a condition which will control tracking of sediment onto the facility, public rights-of-way or streets.When necessary,the placement of additional aggregate atop the filter fabric will be done to assure the minimum thickness is maintained. Contractor shall maintain a stockpile of additional aggregate on site. Sediments and soils spilled,dropped,or washed onto the public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. Storm Water Pollution Prevention Plan 13 5.1.2 Dust Control Water trucks shall be used as needed during construction to reduce dust generated on the site. Dust control must be provided by the Contractor to a degree that is acceptable to the Owner, and in compliance with the applicable local and state dust control requirements. 5.1.3 Temporary Soil Stockpile Materials, such as topsoil and stone, will be temporarily stockpiled (if necessary) on the site during the construction process. Stockpiles shall be located in an area away from storm drainage,water bodies and/or courses. They will be properly protected from erosion by a surrounding silt fence barrier(or similar device) and a mulch layer(if it is a soil-based material). 5.1.4 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric, or silt fence, will be established along the areas of proposed earthwork. The provision of the silt fence will prevent/reduce sediment from migrating off the construction site and entering the drainage system.The silt fencing should be installed along the contours down slope of the proposed disturbed areas and in accordance with the NYSDEC Blue Book.The locations of silt fence installation are shown on the contract plans. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by site personnel. Maintenance of the fence will be performed asneeded. 5.1.5 Temporary Seeding and Mulching Areas undergoing clearing or grading and areas disturbed by construction activities where work has temporarily or permanently ceased shall be stabilized with temporary vegetative cover within seven (7) days from the date the soil disturbance activity ceased. 5.1.6 Storm Drain Inlet Protection Silt fencing will be placed around both existing and proposed catch basins once they have been installed. The silt fence will prevent sediment from entering the catch basins and storm sewer system. During construction,fabric shall be inspected and replaced as necessary to ensure proper function of the structure. 5.1.6 WinterStabilization For any land disturbance and exposure between November 15t" and April 15t, enhanced erosion and sediment control will be completed. During winter months, a minimum 25-foot buffer will be maintained between the work zone and perimeter controls such as silt fence.The silt fence must be marked with tall stakes visible above the snow pack. Drainage structures will be kept open and free of snow and ice dams. All debris, ice cams, or debris from plowing operations that restrict the flow of runoff will be removed. When straw mulch alone is used for temporary stabilization, it will be applied at a minimum of 4 tons per acre(double the standard application rate). To ensure adequate stabilization of disturbed soil in advance of a melt event,areas of disturbed soil will be stabilized at the end of each work day unless work will resume within 24-hours in the same area and no precipitation is forecast or the work is in disturbed areas that collect and retain runoff such as open utility trenches. Storm Water Pollution Prevention Plan 14 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed.All areas at final grade must be seeded and mulched within seven(7)days after completion of the major construction activity. Seeded areas should be protected with mulch. Final site stabilization is achieved when soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on unpaved areas and areas not covered by permanent structures. 5.2.2 Soil Restoration Table 5-1 Soil Restoration Requirements (Table 5.3 of the NYSSMDM) Type of Soil Soil Restoration Requirement Comments/Examples Disturbance No soil disturbance Restoration not permitted Preservation of natural features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is HSG A&B HSG C&D stripped only-no Apply 6 inches of Aerate* and apply 6 Protect area from ongoing change in grade topsoil inches of topsoil construction activities HSG A&B HSG C&D Areas of cut or fill Aerate and apply 6 Apply full soil inches of topsoil restoration** Heavy traffic areas on Apply full soil restoration (de-compaction and site compost enhancement) Keep construction equipment from crossing Areas where Runoff these areas.To protect Reduction and/or Restoration not required, but may be applied newly installed practices Infiltration practices to enhance the reduction specified for from ongoing construction are applied appropriate practices. activities construct a single phase operation fence area. Redevelopment Soil Restoration is required on redevelopment projects in areas where existing impervious projects 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. **Per"Deep Ripping and De-compaction,DEC 2008". 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. Healthy Storm Water Pollution Prevention Plan 15 soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration practices in accordance with Section 5.1.6 and Table 5.3 of the NYSSMDM,shown in Table 5-1 of this Plan. Soil restoration is a required practice applied across areas of a development site where soils have been disturbed.The area will be vegetated in order to recover the original properties and porosity of the soil. Healthy soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration practices in accordance with Section 5.1.6 and Table 53 of the NYSSMDM. 5.2.3 Rock Outlet Protection Rock outlet protection should be placed at the outlet of the culverts, conduits, or channels to reduce the depth, velocity, and energy of the storm water in order to prevent erosion of the receiving downstream reach. Rock outlet protection cannot be utilized at pipe outlets at the top of cuts or on slopes steeper than 10 percent(10%). The outlet protection may be composed of rock riprap. The rock material, size, thickness and apron size shall be determined and installed in accordance with the NYSDEC Blue Book. 5.3 Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 5.3.1 Solid and Liquid Waste Disposal Solid or liquid waste materials,including building materials,shall not be discharged from the site with storm water. Solid waste, including disposable materials incidental to construction activities, must be collected and placed in containers. The containers shall be emptied periodically by a licensed waste transport service and hauled away from the site for disposal. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed of so that it will not flow from the site or enter groundwater,even if this requires removal, treatment, and disposal of soil. Spill reporting to the NYSDEC may be required per 17 New York Code, Rules and Regulations (NYCRR) 32.3 and 32.4, and the Environmental Conservation Law (ECL) 17- 1743. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 5.3.2 Sanitary Facilities Temporary sanitary facilities will be provided by the Contractor throughout the construction phase. They must be utilized by construction personnel and will be serviced by a licensed commercial Contractor. These facilities must comply with state and local sanitary or septic system regulations. 5.3.3 Water Source Non-storm water components of site discharge must be clean water. Water used for construction,which discharges from the site, must originate from a public water supply or private well approved by the Health Department.Water used for construction that does not originate from an approved public supply must not discharge from the site;such water may be retained on-site until it infiltrates and/or evaporates. 5.4 Construction Housekeeping Practices During the construction phase,the General Contractor will implement the following measures: Storm Water Pollution Prevention Plan 16 5.4.1 Material Stockpiles Material resulting from the clearing and grubbing operation or new material delivered to the site for future use will be stockpiled up slope of the grubbed areas. The stockpiles will have adequate sedimentation controls installed to prevent the migration of these sediments during rain events. 5.4.2 Equipment Cleaning and Maintenance Equipment cleaning, maintenance, and repair is to be conducted off site as designated by the General Contractor.The General Contractor and Subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.4.3 Detergents The use of detergents for large-scale washing is prohibited(i.e.,vehicles,buildings,pavement surfaces,etc.). 5.4.4 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed for the site by the Contractor. The plan shall detail the steps needed to be followed in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for materials to be stored on-site.Workers on-site will be required to be trained on safe handling and spill prevention procedures for the materials used during construction. Regular tailgate safety meetings shall be held and each worker that are expected on the site during the week shall be required to attend. 5.4.5 Concrete Wash Areas Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in specifically designated diked and impervious washout areas. These areas will be prepared to prevent contact between the concrete wash and storm water. Waste generated from concrete wash water shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right of ways,or location other than the designated Concrete Wash Areas. Proper signage designating the "Concrete Wash Areas" shall be placed near the facility. Concrete Wash Areas shall be located at minimum 100 linear feet from drainage ways, inlets and surface waters. The hardened residue from the Concrete Wash Areas will be disposed of in the same manner as other non- hazardous construction waste materials. Maintenance of the wash area is to include removal of hardened concrete. The facility shall have sufficient volume to contain the concrete waste resulting from washout and a minimum freeboard of 12 inches. The facility shall not be filled beyond 95% capacity and shall be cleaned out once 75%full unless a new facility is constructed. The Contractor will be responsible for seeing that these procedures are followed. Saw-cut Portland Cement Concrete(PCC)slurry shall not be allowed to enter storm drains or watercourses. Saw-cut residue should not be left on the surface of pavement or be allowed to flow over or off pavement. The project may require the use of multiple Concrete Wash Areas. The Concrete Wash Areas will be located in an area where the likelihood of the area contributing to storm water discharges is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to storm water discharges. 5.4.6 Material Storage Storm Water Pollution Prevention Plan 17 Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that minimizes the impacts of the construction materials effecting storm water quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in proper storage facilities. Runoff containing such material must be collected, removed from the site,treated, and disposed of at an approved solid waste or chemical disposal facility. 5.4.7 Protecting Vegetation During Construction Protection of trees,shrubs,ground cover and other vegetation from damage by construction equipment is important to preserved existing vegetation determined to be important for soil erosion control, water quality protection,shade,screening,buffers,wildlife habitat,wetland protection and other values. Soil placement over existing tree and shrub roots will be limited to a maximum of 3 inches. Lowering of grade will begin no closer than the dripline of the tree. For narrow-canopied trees and shrubs, the stem diameter in inches is converted to feet and doubled such that a 10-inch tree should be protected to 20 feet. Construction of sturdy fences or barriers around valuable vegetation will be completed for protection from construction equipment. Storm Water Pollution Prevention Plan 18 6.0 POST-CONSTRUCTION STORMWATER CONTROLS The goal of this Storm Water Management Plan is to analyze the peak rate of runoff under pre-development and post-development conditions, to maintain the pre-development rate of runoff to minimize impacts to adjacent or downstream properties,and to minimize the impact to the quality of runoff exiting the site. The proposed project will require a SWPPP as needed per the City of Saratoga Springs code Section 242-7 for nonresidential activities disturbing 0.1 acres or more. The NYSSMDM details water quality and water quantity objectives to be met by projects requiring a SWPPP with post-construction storm water controls. These objectives will be met by applying storm water control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site.The subsequent sections discuss the basis of design and regulatory requirements for the permanent storm water features associated with the proposed construction. 6.1 New Development and Redevelopment Justification 6.1.1 New Development Project Requirements New development can result in changes to the runoff volume, flow rates, timing of runoff, and habitat destruction and degradation of receiving waterbodies. For construction projects that include new development,the stormwater management practices must be designed in accordance with Chapters 4 and 6 of the NYSSMDM, which are intended to aid in the reduction of stormwater effects from a newly developed area on downstream conditions. The proposed new development conditions of the project result in an increase of approximately 0.30 acres of impervious coverage over the 0.75-acre project site. 6.1.1 Redevelopment Project Definition and Requirements The NYSSMDM defines a redevelopment activity as disturbance and reconstruction of existing impervious surfaces, including impervious surfaces that were removed within the last five (5) years. Redevelopment projects utilize alternate sizing and design criteria because of the need to connect to existing infrastructure at set elevations, surrounding land uses, underground facilities (including but not limited to utilities), previously disturbed and highly compacted soils, and contaminated soils which can dictate that standard designs would need to be modified and could escalate project costs. This leeway is provided for redevelopment projects to provide an opportunity for an applicant to reduce impervious coverage of the site, utilize existing infrastructure, resolve existing site issues, and reduce pollutant discharges into the community's storm water collection,conveyance,and treatment system. Section 9 of the NYSSMDM recognizes that the redevelopment of previously developed sites is encouraged to protect watersheds as it often provides an opportunity to conserve natural resources in less impacted areas by targeting development to areas with existing services and infrastructure. In addition, redevelopment activities allow for correction of existing problems and reduce pollutant discharge from previously developed areas without effective storm water pollution controls. The work involves the disturbance of approximately 0.42 acres of existing impervious,which is defined as a redevelopment activity. Storm Water Pollution Prevention Plan 19 6.2 Storm Water Management Planning The storm water practices listed in Section 6 of the NYSSMDM were reviewed for selection of SMPs to meet water quality treatment goals.The following existing site constraints were taken into consideration in the determination of appropriate practices to be implemented on site: • Implemented practices cannot adversely impact existing structures and utilities. • Poor infiltration throughout the site limits feasibility of practices in that area. • The proposed conditions need to mimic the existing runoff patterns to the extent practicable. The NYSSMDM includes a five-step process that involves site planning and SMP selection.The five(5)steps include: • Site planning to preserve natural features and reduce impervious cover; • Calculation of the Water Quality Volume(WQv)for the project area; • Incorporation of runoff reduction techniques and Standard SMPs with Runoff Reduction Volume (RRv) capacity; • Use of Standard SMPs where applicable, to treat the portion of WQv not addressed by runoff reduction techniques and Standard SMPs with RRv capacity; and • Design of volume and peak rate control (where required). Section 4.3 of the NYSSMDM states, "Runoff reduction shall be achieved by infiltration, groundwater recharge, reuse, recycle, evaporation/evapotranspiration of 100 percent of the post-development water quality volume 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." A storm water management plan must demonstrate that green infrastructure planning and design options were evaluated to meet the runoff reduction requirement. The NYSSMDM details acceptable runoff reduction techniques as follows: Storm Water Pollution Prevention Plan 20 Conservation of Natural Areas: Retain the pre-development hydrologic and water quality characteristics of undisturbed natural areas,stream and wetland buffers by restoring and/or permanently conserving these areas on site. No areas are proposed to be put into a conservation easement as the site does not have a contiguous land tract that meets the requirements specified in the SMDM for application of this practice. Sheetflow to Riparian Buffers or Filter Strips: 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 storm water runoff from some areas of a development project. Riparian buffers are not present on the site and therefore this practice is not utilized. Ve�etated Open Swale: 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. This practice is not planned for this project due to site constraints. Tree Plantin�/Tree Box: Plant or conserve trees to reduce storm water runoff, increase nutrient uptake, and provide bank stabilization.Trees can be used for applications such as landscaping, storm water management practice areas,conservation areas and erosion and sediment control.This practice is not planned for this project. Disconnection of Rooftop Runoff: Rooftop runoff is collected and directed to storm water treatment systems on site.This practice is not being utilized. Stream Dayli�htin�for Redevelopment Prolects:Stream daylight previously-culverted/piped streams to restore natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration,and help reduce pollutant loads.No previously culverted streams are present within the project limits,and therefore this practice cannot be utilized. Rain Garden: Manage and treat small volumes of storm water runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression.This practice is not planned for this project. Green Roof: Capture runoff by a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotranspiration processes to reduce volume and discharge rate of runoff entering conveyance system. This practice is utilized for this project and is sized correctly. Storm water Planter: Small landscaped storm water treatment devices that can be designed as infiltration or filtering practices. Storm water planters use soil infiltration and biogeochemical processes to decrease storm water quantity and improve water quality.This practice is being utilized as buildings are within the project limits. Rain Tank/Cistern:Capture and store storm water runoff to be used for irrigation systems or filtered and reused for non-contact activities.This practice is not planned for this project due to lack of irrigatable lands adjacent to the project site. Porous Pavement: Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface,thereby reducing storm water runoff from a site and providing some pollutant uptake in the underlying soils.This practice is not planned for this project due to poor infiltration rates. Storm Water Pollution Prevention Plan 21 New development projects that cannot achieve 100%runoff reduction of the required Water Quality Volume(WQv), must at a minimum, reduce a percentage of the runoff from impervious areas to be constructed within the project area. The percent reduction is based on the HSG of the site and is determined by the Specific Reduction Factor(S). Table 6-1 lists the specific reduction factors for each HSG soil type: Table 6-1 RRv Reduction by Soil Type HSG Soil Type Specific Reduction Factor(S) A 0.55 B 0.40 C 030 D 0.20 6.3 Stormwater Management Practice (SMP) Selection Storm water runoff from the project will be collected and conveyed to the storm water control system(s)described herein through a network of closed storm water conveyance systems and sheetflow.These practices were chosen to have the greatest benefit to the storm water management goals of the project considering site constraints and soil conditions. Stormwater Planter(RR-7): Stormwater Planters are small, landscaped Stormwater treatment devices that can be placed above or below ground and can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve water quality. Green Roof(RR-10): Green Roofs consist of a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The rooftop vegetation captures rainwater allowing evaporation and evapotranspiration processes to reduce the amount of runoff entering downstream systems, reducing stormwater runoff volumes and attenuation peak flows. Under�round Detention System: These safe practices provide partial attenuation of peak flows for storm events equal to or less than the design storm. Proprietary storm water management detention systems are designed to capture and attenuate peak flows, but do not retain a permanent pool. This system is strictly used for water quantity because of the poor drainage throughout the project site. Storm Water Pollution Prevention Plan 22 6.4 Storm Water Quality Analysis Storm water runoff from impervious surfaces is recognized as a potential significant contributor of pollution that can adversely affect the quality of receiving water bodies.Therefore, treatment of storm water runoff is important as most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 6.4.1 NYSDEC Requirements- Water Quality Volume(WQv) The NYSSMDM requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the "Water Quality Volume" (WQv), which ensures that practices are sized to runoff generated from the entire 90t" percentile rain event.This essentially means that a practice sized using the WQv will capture and treat 90%of all 24-hour rain events. Section 4.2 of the manual defines the Water Quality Volume for new development projects,which is directly related to the amount of impervious cover of a site, as follows: WQ� _ L�P)�Rv)�A)� 12 Where: WQv=Water quality volume(acre-feet) P=90%Rainfall Event(inches),obtained from Figure 4.1 in the NYSSMDM Rv=0.05+0.009(I),where I is percent impervious cover A=Contributing Area in Acres The calculated WQv for the new development project area within the project boundary 0.026 ac-ft. For redevelopment projects,Section 9 of the NYSSMDM provides four approaches to providing the required stormwater quality treatment: I. Reduction of existing impervious cover by a minimum of 25% of the total disturbed impervious area. II. Treatment of a minimum of 25%of the WQv from the disturbed, impervious area that is captured and treated by the implementation of standard SMPs or reduced by application of green infrastructure techniques. III. Use of alternative SMPs to treat 75%of the WQv. IV. Use of a combination of the above options using the following equation: %WQv treatment by Alternative practice=(25-(%IC reduction +%WQv treatment by SMP+ %runoff reduction)) * 3 This project utilizes Approach II above to provide the required minimum WQv for the redevelopment portion of the project,which is calculated to be 0.009 ac-ft. The total WQv for the work is 0.035 ac-ft. Full calculations are included in Appendix J. 6.4.2 NYSDEC Requirements-Runoff Reduction Volume(RRv) The equation below is used to determine the minimum RRv for new development projects. Although encouraged, meeting the RRv sizing criteria is not required for areas considered redevelopment activities. RRv — L�P)�Rv *)�Al)� 12 Storm Water Pollution Prevention Plan 23 Where: RRv= Minimum Runoff Reduction Volume(acre-feet) P=90%Rainfall Event(inches) Rv* =0.05+0.009(I),where I is 100%impervious Ai= Impervious cover targeted for runoff reduction,and Ai=(S)(Aic) S=Specific Runoff Reduction Factor(per HSG) Aic=Total area of new impervious cover(acres) The minimum RRv for the project,a redevelopment project with increased impervious area,is calculated to be 0.012 ac-ft.Calculations for the minimum RRv are included in Appendix J. 6.4.3 Project Specific WQv and RRv Approach The project proposes to utilize a green roof and stormwater planters to achieve 0.035 ac-ft of runoff reduction (RRv).The total RRv reduces the full amount of WQv required to be treated, providing an excess of 0.001 ac-ft of RRv through the infiltration practices.Table 6-2 below summarizes the required minimum WQv and RRv for the project. Refer to Table 6-4 on the following page for a summary of the RRv and WQv achieved by the stormwater management practices proposed. Table 6-2 Calculated WQv&RRv Summary Redevelopment New Development Total Minimum WQv Minimum RRv WQv(ac-ft) WQv(ac-ft) Required(ac-ft) Required(ac-ft) 0.009 0.025 0.035 0.012 Storm Water Pollution Prevention Plan 24 Table 6-3 Water Quality Volume(WQv)and Runoff Reduction Volume(RRv)Summary Minimum WQv Required (ac-ft) � `" Minimum RRv Required (ao-ft) 269 Broadway Provided Stormwater Management Practice(SMP)Capacities Area Reduction Practices DEC Ref. RRv Provided WQv Provided(not No. (ac-ft) reduced)(ac-ft) Conservation of Natural Areas RR-1 Sheetflow to Riparian Buffers/Filter Strips RR-2 Tree Planting/Tree Box RR-3 Disconnection of Rooftop Runoff RR-4 Green Infrastructure Runoff Reduction Techniques DEC Ref. RRv Provided WQv Provided(not No. (ac-ft) reduced)(ac-ft) Vegetated Swale RR-5 Rain Garden RR-6 Stormwater Planter RR-7 N/A 0.011 Rain Barrel/Cistern RR-8 Porous Pavement RR-9 Green Roof RR-10 0.027 N/A Standard SMPs with Runoff Reduction Capacity DEC Ref. RRv Provided WQv Provided(not No. (ac-ft) reduced)(ac-ft) Infiltration Trench I-1 Infiltration Basins I-2 Dry Well I-3 Underground Infiltration System I-5 Bioretention& Infiltration Bioretention (total) F-5 Dry Swales(total) O-2 Standard SMPs DEC Ref. RRv Provided WQv Provided(not No. (ac-ft) reduced)(ac-ft) Micropool Extended Detention P-1 Wet Pond—The Water Hole(existing) P-2 Wet Extended Detention P-3 Multiple Pond System P-4 Pocket Pond P-5 Surface Sand Filter F-1 Underground Sand Filter F-2 Perimeter Sand Filter F-3 Organic Filter F-4 Shallow Wetland W-1 Extended Detention Wetland W-2 Pond/Wetland System W-3 Pocket Wetland W-4 Wet Swale O-2 Sum of SMPs RRv Provided WQv Provided(not (ac-ft) reduced)(ac-ft) Total Provided 0.027 0.011 Total Sum of RRv and WQv Provided 0.038 Storm Water Pollution Prevention Plan 25 6.4.4 Water Quality Performance Summary Table 6-4 below summarizes the contributing area, impervious cover, runoff reduction and water quality treatment methods proposed.With the proposed water quality control and runoff reduction practices,the NYS water quality requirements have been met. The proposed project plans to reduce the WQv through RRv practices.Therefore,we conclude that the project should not have a significant adverse impact on the quality of the receiving waters. Table 6-4 Summary of WQv Practices Contributing Contributing Treated WQv Design NYSDEC RRv Point SWM Practice Ref.No. Drainage Area Impervious provided (not (ac) Area(ac) reduced) 1 Green Roof RR-10 13670 SF 031 ac 1190 cf N/A 031 ac 0.027 af 6221 sf 474.08 cf 1 Stormwater Planter RR-7 0.14 ac 0.14 ac N/A 0.011 Total Provided RRv+WQv 1664 cf 0.038 af 6.5 Storm Water Quantity Analysis This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases,the drainage patterns,drainage structures,soil types, and ground cover types are considered in this study. 6.5.1 NYSDEC Requirements The NYSSMDM requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year,24-hour storm event. The NYSSMDM defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control(Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel,and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that,at each design point,the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events,to maintain the boundaries of the pre-development 100-year floodplain,and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each design point, the post-development 100-year 24- hour peak discharge rate does not exceed the corresponding pre-development rate. 6.5.2 Methodology In order to demonstrate that detention storage requirements are being met,the NYSSMDM requires that a hydrologic and hydraulic analysis of the pre-development and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic Storm Water Pollution Prevention Plan 26 characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes,streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hyd rocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of four (4)types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams,channels,or pipes that convey stormwater from one point to another. 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Catch basins and manholes are also modeled as a pond, but do not have associated storage volumes. 4. Link:A multi-purpose mechanism used to introduce a hydrograph from another file. Subcatchments, reaches, ponds and links are represented by hexagons, squares, triangles, and broken boxes respectively, on the watershed routing diagrams provided with the computations included for pre- development and post-development conditions in Appendix H and Appendix I,respectively. The analysis of hydrologic and hydraulic conditions of the pre-development and post-development of the site was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the project area into subcatchments was dictated by watershed conditions, methods of collection, conveyance, points of discharge and topography. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps,aerial photographs,a topographical survey,soil surveys,site investigations,and land use maps. Proposed stormwater management facilities were designed and evaluated in accordance with the NYS Stormwater Management Design Manual and local regulatory requirements.The hydrologic and hydraulic analysis considered the SCS,Type II 24-hour storm events identified in Table 6-5. Table 6-5 Design Storm Events Facility 24-Hour Storm Event 1-year Stormwater Management Practices 10-year 100-yea r Flood Conditions 100-year 6.5.3 Pre-development Watershed Conditions and Design Points The project area consists of approximately 0.75 acres. The total disturbance of the project will include approximately 0.75 acres. The existing site consists of concrete sidewalks and maintained green space. Stormwater within the project area is currently conveyed via overland flow to an unclassified stream in the southeast portion of the site. In order to compare pre-development and post-development runoff conditions as a result of the proposed work,an unclassified stream was selected and defined as the Design Point(DP). Descriptions of the selected design point is provided as follows: Storm Water Pollution Prevention Plan 27 Desi�n Point 1 (DP1) Design Point 1 is catch basin northwest of the project site. Stormwater from the project site will be directed through the green roof, into the stormwater planters, then through the underground detention system for water retention. The location of DP1 is identified in the maps provided in Appendices H and I. Desi�n Point 2(DP2) Design Point 2 is catch basin northeast of the project site. Stormwater from the project site will be directed through stormwater infrastructure. The location of DP1 is identified in the maps provided in Appendices H and I. The Pre-Development Watershed Delineation Maps have been provided in Appendix H.The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix H. A summary of the pre-development watershed runoff rates at each design point is presented in Table 6-7. 6.5.4 Post-development Watershed Conditions The hydrology of the post-development project site differs from the existing conditions due to installation of impervious areas and new storm water collection practices. The contributing post-development watershed area was divided into three (3) subcatchments. Flow throughout the site will be conveyed via green roofs and stormwater planters. Pretreatment is not required using these green infrastructure practices. This stormwater management practice has been designed to provide quantity controls by attenuating stormwater runoff and releasing runoff that cannot be infiltrated to off-site locations at a rate equal to or less than that which existed prior to development of the site. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix I. A summary of the post-development watershed runoff rates at the design point is presented in Table 6-7. 6.5.5 Water Quantity Performance Summary A comparison of the pre- and post-development watershed conditions for the project was performed for the design point and storm events evaluated herein. For the total site discharge rates, this comparison demonstrates that the peak rate of runoff will not be increased.Therefore,the project should not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix H and Appendix I, respectively.Table 6-6 summarizes the results of this analysis. Design 1-year 24 Hour 10-year 24 Hour 100-year 24 Hour Points Description Event Event Event (DP) Pre- Post- Pre- Post- Pre- Post- Unnamed 1 Stream 0.26 0.17 1.33 1.12 3.65 334 Unnamed 2 Stream 0.07 0.07 0.12 0.12 0.21 0.21 Storm Water Pollution Prevention Plan 28 7.0 INSPECTIONS, MAINTENANCE, AND REPORTING 7.1 Inspection and Maintenance Requirements 7.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Owner's/Operator's Engineer or the Qualified Inspector shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Owner's/Operator's Engineer once the erosion and sediment control measures have been installed. 7.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector, as defined in Appendix A of the General Permit GP-0-20-001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections shall occur at an interval of one every seven (7) calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the qualified inspector will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers,or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained,supplemented,or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This entrance will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. The material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of,or the potential for, pollutants entering the drainage system. If necessary,the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered,fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify incidents of non- compliance. Storm Water Pollution Prevention Plan 29 Within one (1) business day of the completion of an inspection, the qualified inspector shall notify the Owner/Operator and appropriate contractor(or subcontractor)of corrective actions that need to be taken. The contractor (or subcontractor) shall begin implementing corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. In addition to the inspections performed by the Qualified Inspector,the Trained Contractor, as defined in Appendix A of the General Permit GP-0-20-001, shall perform daily inspections that include a visual check of erosion and sediment practices and pollution prevention measures. Inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use,or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example,localized concentrations of runoff could make it necessary to install additional sediment barriers.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Should the Trained Contractor or the Qualified Inspector determine that the measures provided at the site should be modified or new measures should be added,the owner or operator must promptly notify NYSDEC. Modifications to permanent stormwater facilities are not allowed during construction without the necessary Town/City, Owner, MS4, and/or NYSDEC approvals and project amendments; however, construction phase stormwater erosion and sediment controls are subject to modification if required by the responsible qualified professional. The contractor's failure to monitor or report deficiencies may result in a Notice of Violation (NOV)or formal enforcement from NYSDEC. 7.1.3 Temporary Suspension of Construction Activities For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter Shutdown) and temporary stabilization measures have been applied to disturbed areas, the frequency of Qualified Inspector inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 1 stormwater contact in writing at the following address: NYSDEC Region 5 1115 NYS Rt.86 Ray Brook, NY 12977 Phone: (518)-897-1200 7.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, areas disturbed as of the project shutdown date have achieved final stabilization, and 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 Qualified Inspector inspections can stop. Prior to the shutdown,the Owner/Operator shall notify the NYSDEC Region 7 stormwater contact person noted in Section 7.13 (above) in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT)shall be properly completed and submitted to the NYSDEC. Storm Water Pollution Prevention Plan 30 7.1.5 Post-Construction Inspection and Maintenance Inspections and maintenance of post-construction stormwater management practices shall be performed in accordance with Appendix F,when disturbed areas are stabilized and stormwater management systems are in place and operable. 7.2 Reporting Requirements 7.2.1 Inspection and Maintenance Reports Inspection/maintenance reports shall be prepared prior to and during construction in accordance with the schedule outlined herein and in the SPDES General Permit GP-0-20-001 Part IV.C.2. The reports shall be prepared to identify and document the maintenance of the erosion and sediment control measures. A sample inspection form is provided in Appendix D. Specifically,each inspection shall record the following information: 1. Date and time of inspection. 2. Name and title of person(s)performing inspection. 3. A description of the weather and soil conditions(e.g.dry,wet,saturated)at the time of the inspection. 4. A description of the condition of the runoff at the points of discharge (including conveyance systems and overland flow) from the construction site. This shall include identification of discharges of sediment from the construction site. 5. A description of the condition of the natural surface water bodies located within, or immediately adjacent to the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of discharges of sediment to the surface water body. 6. Identification of erosion and sediment control practices that need repair or maintenance. 7. Identification of erosion and sediment control practices that were not installed properly or are not functioning as designed and need to be reinstalled or repaired. 8. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized (temporary and/or final)since the last inspection. 9. Current phase of construction of post-construction stormwater management practices and identification of construction that is not in conformance with the SWPPP and technical standards. 10. Corrective action(s) 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 practice(s). 11. Digital photographs,with date and time stamp,which show the condition of practices that have been identified as needing corrective action or have undergone corrective action, must be attached to the associated inspection report. 7.2.2 Site Log Book The Owner/Operator shall retain a copy of the SWPPP required by NYSDEC SPDES General Permit GP-0-20- 001 at the construction-site from the date of initiation of construction activities to the date of final stabilization. During construction, the Owner's/Operator's Engineer shall maintain a record of the SWPPP inspection reports at the site in the Site Log Book. The Site Log Book shall be maintained on-site and made available to the permitting authority. Storm Water Pollution Prevention Plan 31 7.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book,and records of the data used to complete the NOI to be covered by this permit,for a period of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC,at its sole discretion,upon written notification. Records shall be maintained for the post-construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix F. Storm Water Pollution Prevention Plan 32 Appendix A NYSDEC SPDES General Permit GP-0-20-001 Stormwater Pollution Prevention Plan A l�i�'1�'8�`C'��1lt ����1�1'��I���� ���������� �����"�����t��� ����������� NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP- 0-20-001 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2020 Expiration Date: January 28, 2025 John J. Ferguson Chief Permit Administrator --�--- ��, f` `2 �' �- �.-� uthorized Signature Dafe Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 PREFACE Pursuant to Section 402 of the Clean Water Act ("CWA"), 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 administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. 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)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator m ust have coverage under a SPDES permit prior to commencing construction activity. The owner or operator 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 Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS.............................................................1 A. Permit Application .................................................................................................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.....................................................................9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part II. PERMIT COVERAGE...........................................................................................12 A. How to Obtain Coverage.....................................................................................12 B. Notice of Intent (NOI) Submittal ..........................................................................13 C. Permit Authorization............................................................................................13 D. General Requirements For Owners or Operators With Permit Coverage ...........15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002.......................17 F. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...........................18 A. General SWPPP Requirements ..........................................................................18 B. Required SWPPP Contents ................................................................................20 C. Required SWPPP Components by Project Type.................................................24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS .....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements .............................................24 C. Qualified Inspector Inspection Requirements......................................................25 Part V. TERMINATION OF PERMIT COVERAGE ...........................................................29 A. Termination of Permit Coverage .........................................................................29 Part VI. REPORTING AND RETENTION RECORDS ......................................................31 A. Record Retention ................................................................................................31 B. Addresses ...........................................................................................................31 Part VII. STANDARD PERMIT CONDITIONS..................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit........................................................32 C. Enforcement........................................................................................................32 D. Need to Halt or Reduce Activity Not a Defense...................................................32 E. Duty to Mitigate ...................................................................................................33 F. Duty to Provide Information.................................................................................33 G. Other Information ................................................................................................33 H. Signatory Requirements......................................................................................33 I. Property Rights ...................................................................................................35 J. Severability..........................................................................................................35 K. Requirement to Obtain Coverage Under an Alternative Permit...........................35 L. Proper Operation and Maintenance ....................................................................36 M. Inspection and Entry ...........................................................................................36 N. Permit Actions.....................................................................................................37 O. Definitions ...........................................................................................................37 P. Re-Opener Clause ..............................................................................................37 Q. Penalties for Falsification of Forms and Reports.................................................37 R. Other Permits......................................................................................................38 APPENDIX A —Acronyms and Definitions .......................................................................39 Acro n ym s......................................................................................................................39 Definitions.....................................................................................................................40 APPENDIX B — Required SWPPP Components by Project Type ....................................48 Table1..........................................................................................................................48 Table2..........................................................................................................................50 APPENDIX C —Watersheds Requiring Enhanced Phosphorus Removal........................52 APPENDIX D —Watersheds with Lower Disturbance Threshold .....................................58 APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) ...........59 APPENDIX F — List of NYS DEC Regional Offices ..........................................................65 (Part I) Part 1. 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: 1. 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 I.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. 1. 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 quality 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 November 2016, 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 Plan ("SWPPP") the reason(s) for the 1 (Part 1.B.1) deviation or alternative design and provide information 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 waterqualitystandards. 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, including both peak flowrates and total stormwater volume, 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; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. 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 2 (Part 1.B.1.b) 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 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; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic 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; 3 (Part 1.B.1.e.iii) (iii) 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 at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. 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. 2. 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. 4 (Part LC.2.a.ii) 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 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. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (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 is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be 5 (Part LC.2.b.i) calculated in accordance with the criteria in Section 10.3 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.b.(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 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. 6 (Part LC.2.c) c. Sizing Criteria for Redevelopment Activity (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. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site 7 (Part LC.2.d) d. Sizing 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 waterquality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. 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 3. 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 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. 8 (Part I.E) E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surFace runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: "Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned"; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.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: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. 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 9 (Part I.F.4) 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.D.2 of this permit; 5. 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 are undertaken on land with no existing impervious cover, and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or "F" (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility 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 are undertaken on land with no existing impervious cover, and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase "D" (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or "F" (regardless of the map unit name), or a combination of the three designations. 10 (Part I.F.8) 8. 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.D.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 disturbance - 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 (SEQR) 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 activitywill 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: 11 (Part I.F.8.c) (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. 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 II. PERMIT COVERAGE A. How to Obtain Coverage 1. 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 Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 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 the 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. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control 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.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. 12 (Part II.B) B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eN01) 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 Water Permits 625 Broadway, 4t" Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA's 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owneroroperatormust submit the NOI electronically using the Department's online NOI. 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 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. C. 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://www.dec.ny.qov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA") (see 6 NYCRR Part 621), or the equivalent from another New York State agency, 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 13 (Part II.C.2.b) 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 operator that has satisfied the requirements of Part II.C.2 above 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 (eN01) 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 III.B.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 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. 14 (Part II.C.3.b) 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 (eN01) 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. 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.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all 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-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor's or subcontractor's certification statement (see Part III.A.6.), 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 15 (Part II.D.3) 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 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 November 2016. 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 oroperator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. 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. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the 16 (Part II.D.6) 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 II I.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. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design 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-0-20-001. F. Change of Owner or Operator 1. 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 writinq, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. 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.B.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. 3. Permit coverage for the new owner or operatorwill be effective as of the date the Department receives a complete NOI, provided the original owner or 17 (Part II.F.3) 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. 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. 2. 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 owneroroperatorshall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; 18 (Part III.A.4.b) 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; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the 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 oroperator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator m ust 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 inspectorduring a site inspection. I also understand that the owner or operator must comply with 19 (Part III.A.6) 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 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 1. 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 November 2016. 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 20 (Part 111.B.1.b) 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 water(s); floodplain/floodway 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 discharge(s); 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 activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection 21 (Part 111.B.1.i) schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design 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 I.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; 22 (Part 111.B.2.b) 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) Map(s) showing pre-development conditions, including watershed/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 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. 23 (Part 111.B.3) 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 oroperators 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 III.B.2 or 3 of this permit. 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 24 (Part IV.B.1) 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.B.1. of this permit as soon as soil disturbance activities resume. 3. 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 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.6. and IV.B. of this permit cannot conduct the qualified inspectorsite inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perForm these inspections, the trained contractorwould have to be a: ■ licensed Professional Engineer, ■ Certified Professional in Erosion and Sediment Control (CPESC), ■ New York State Erosion and Sediment Control Certificate Program holder ■ 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]. 1. 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 coverat 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 25 (Part IV.C.1.a) 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 inspectorshall 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 the owner or operator has received authorization in accordance with Part I I.D.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. 26 (Part IV.C.2.d) 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 II.B.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 be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspectorshall 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, 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. 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: 27 (Part IV.C.4.a) 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 waterbodies 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; 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 U-11 (Part N.C.4.1) 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.D.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 1. An owner oroperatorthat is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.13.1 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. 2. 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; 1►4s7 (Part V.A.2.b) 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. Anew owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. 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 "MS4 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 operatorto 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 certification(s) required in Part V.A.3. of this permit. 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- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, '0i1 (Part V.A.5.b) 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 operator's 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 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.13.1 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. 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 31 (Part VILA) 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 activityshall 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 oroperatorwith 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 $37,500 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. 0% (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 NOI, 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 NOI 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 NOI 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 NOls 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: '01 (Part VI I.H.1.a) (i) a president, secretary, treasurer, or vice-president of the 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. For a 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, 011 (Part VI I.H.2.b) 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 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 1. 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 'c61 (Part VI I.K.1) 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 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 operator to 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: 1. Enter upon the owner's 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 (Part VI I.M.3) 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. 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 owneror operatorfor 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 1. 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.K. 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 §71-1933 and or Articles 175 and 210 of the New York State Penal Law. KVl (Part VII. R) R. Other Permits Nothing in this permit relieves the owner oroperatorfrom a requirement to obtain any other permits required by law. APPENDIX A — Acronyms and Definitions Acronyms APO —Agency Preservation Officer BMP — Best Management Practice CPESC — Certified Professional in Erosion and Sediment Control Cpv — Channel Protection Volume CWA — Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW — Division of Water EAF — Environmental Assessment Form ECL - Environmental Conservation Law EPA — U. S. Environmental Protection Agency HSG — Hydrologic Soil Group MS4 — Municipal Separate Storm Sewer System NOI — Notice of Intent NOT — Notice of Termination NPDES — National Pollutant Discharge Elimination System OPRHP — Office of Parks, Recreation and Historic Places Qf — Extreme Flood Qp — Overbank Flood RRv —Runoff Reduction Volume RWE — Regional Water Engineer SEAR — State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA — State Historic Preservation Act SPDES — State Pollutant Discharge Elimination System SWPPP — Stormwater Pollution Prevention Plan TMDL — Total Maximum Daily Load UPA — Uniform Procedures Act USDA — United States Department of Agriculture WQv — Water Quality Volume at Appendix A Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building — a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property —means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post -Development Conditions - means the post - development peak flow rate(s) has increased by more than 5% of the pre -developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater". Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for "Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site — means the land area where construction activity(ies) will occur. See definition for "Commence (Commencement of) Construction Activities" and "Larger Common Plan of Development or Sale" also. Dewatering — means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system Appendix A and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment —means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species — see 6 NYCRR Part 182 of the Department's rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip -rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete 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. !1I Appendix A 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 1/4 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, 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). Natural Buffer —means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development — means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. _,y Appendix A New York State Erosion and Sediment Control Certificate Program — a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI 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. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank —means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. 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. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. 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 . Appendix 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, New York State Erosion and Sediment Control Certificate Program holder 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 individual(s). 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 New 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 MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC's !EI Appendix A SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York's Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY -0287890). 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, ■ 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 stabilizes 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. Appendix A Steep Slope — means land area designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank — as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) — means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post -construction stormwater management controls); and identifies procedures the owner oroperatorwill implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. 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 (TMDLs) - 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 (WLAs) 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 Appendix A 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 I I I.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, 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 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. 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 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. 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 • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics !E: Appendix B Table 1 (Continued) 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: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) 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 greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre -construction conditions once the construction activity is complete :101 Appendix B 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 home that disturbs five (5) or more acres of land • 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 duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • 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 development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 6719] Appendix B Table 2 (Continued) 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: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • 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 • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction 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 51 APPENDIX C — Watersheds Requiring Enhanced Phosphorus Removal 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 6'i: Appendix C Figure 1 - New York City Watershed East of the Hudson EEKMAN EAST FISHKILL PAW LING ATTERSON KENT SOUTHEAST PUT AM VALLE BREVIISTER CARMEL NORTH SALEM If SOMERS COR A T WISBORO RKTOW EDFORD O N RIDG DUN K CO W TLE TH CAS alto lIR-wWo 0 EOH Watershed 6v Figure 2 - Onondaga Lake Watershed VAN BUREN LI CLAY =1, a �C L SALINA S'LVAY EAMUS G DDES ELBRI DSYRRCU JATEL C ELLUS SKAN n PAFFORD CNCNDAGA OTISCC Appendix C CICERC M N US EAST S E r DEWITT LAFAYETTE C TU LLY 0 PhIsphorus Wate s e WREBLE 6'i! Appendix C Figure 3 - Greenwood Lake Watershed 6v Figure 4 - Oscawana Lake Watershed Appendix C PHILIPSTQWN KENT PUTNAM VALLEY OSCAWANA LAKE CARMEL Phosphorus Watershed 67:1 Appendix C Figure 5 - Kinderhook Lake Watershed S N D LIKE EAST GREENOUSH ram sou SCHODACK r� ,S NEW LEEANON KINDERHOOK ` CHATHAM CANAAN VAI .iTIL Tom. Vilkbge, or CRyP Uo+urkdwy for New uric State c I ndWhODk Lake Vw4mcfartod 6*A APPENDIX D — Watersheds with Lower Disturbance Threshold 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 C APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using "The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy" dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build -out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual'), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients We 303(d) Segments Impaired by Construction Related Pollutant(s) Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 1:11] 303(d) Segments Impaired by Construction Related Pollutant(s) Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients AI 303(d) Segments Impaired by Construction Related Pollutant(s) Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients I'M 303(d) Segments Impaired by Construction Related Pollutant(s) Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steu ben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment W 303(d) Segments Impaired by Construction Related Pollutant(s) Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients APPENDIX F — List of NYS DEC Regional Offices NASSAU AND SUFFOLK 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND DUTCHESS, ORANGE, PUTNAM, 3 ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER I ALBANY, COLUMBIA, DELAWARE, GREENE, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD 4 MONTGOMERY, OTSEGO, SCHENECTADY, NY 12306-2014 SCHENECTADY, NY 12306-2014 RENSSELAER,SCHENECTADY TEL. (518) 357-2069 TEL. (518) 357-2045 AND SCHOHARIE 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 21 SOUTH PUTT CORNERS ROAD NEW PALTz, NY 12561-1696 TEL. (845) 256-3059 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 CLINTON, ESSEX, FRANKLIN, 5 FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON HERKIMER,JEFFERSON, 6 LEWIS, ONEIDA AND ST. LAWRENCE 1115 STATE ROUTE 86, Po Box 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 BROOME, CAYUGA, CHENANGO, CORTLAND, 615 ERIE BLVD. WEST 7 MADISON, ONONDAGA, SYRACUSE, NY 13204-2400 OSWEGO, TIOGA AND TEL. (315) 426-7438 TOMPKINS CHEMUNG, GENESEE, LIVINGSTON, MONROE, 8 ONTARIO, ORLEANS, SCHUYLER,SENECA, STEUBEN, WAYNE AND YATES ALLEGANY, 9 CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 6274 EAST AVON -LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 M-1 i 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 AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 Appendix 6 MS4 ACCEPTANCE LETTER Stormwater Pollution Prevention Plan B-1 Page 1 of 2 EWYORK Department of STATE OF r` OPPORTUNITY Environmental Conservation NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for 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: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. 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: 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 (NYS DEC - MS4 SWPPP Acceptance Form - January 2015) Page 2 of 2 Appendix 6 Notice of Termination (NOT) (Sample Form) Stormwater Pollution Prevention Plan B-2 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: 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 1 Of.) 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-way(s) needed to maintain practice(s) have been deeded to the municipality. ❑ 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. 1 Of. 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 Information/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): I 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 I 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 6 SWPPP Preparer Certification Stormwater Pollution Prevention Plan B-3 NE YORK STATE OF OPPORTUNITY Department of Environmental Conservation SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP -0-20-001) Project Site Information Project/Site Name 269 Broadway Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) ::1 Certification Statement — SWPPP Preparer 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 -0-20-001. 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. IF First name MI Last Name Signature Date Revised: January 2020 Appendix 6 Owner/Operator Certification Form Stormwater Pollution Prevention Plan B-4 NEW YORK STATE OF OPPORTUNITY Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP -0-20-001) Project/Site Name: 269 Broadway eNOI Submission Number: Department of Environmental Conservation eNOI Submitted by: ❑ Owner/Operator ❑ SWPPP Preparer ❑ Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this N01, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name Signature Date M. 1. Last Name Appendix 6 NYSDEC Acknowledgement Letter of Permit Coverage Stormwater Pollution Prevention Plan B-5 Appendix C Operator's Certification Form Stormwater Pollution Prevention Plan C-1 STORM WATER POLLUTION PREVENTION PLAN OPERATOR'S CERTIFICATION The Operator that will implement the erosion and sediment control measures described in the SWPPP must certifying that he/she understands the NYSDEC general permit (GP -0-20-001) authorizing storm water discharges during construction. This signed statement must be maintained in the SWPPP file on-site. OWNER: Business Name: Business Address: Telephone No.: Name of Signatory: Title of Signatory: Signature: Date: CERTIFICATION: "I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result ofsubmitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. " **Signatory Requirements - All NOIs, NOTs and SWPPPs shall be signed as follows: 1. For a corporation: by a (1) president, secretary, treasurer, or vice-president of the corporation in charge of a principle business fimction, or any other person authorized to and who performs similar policy or decision-making functions for the corporation; or (2) 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 endure 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; 2. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or 3. For a municipality, State, Federal, or other public agency; by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes (1) the chief executive officer of the agency, or (2) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g. Regional Administrators of EPA). **Note: signature requirements in Part VH.H of the NYSDEC SPDES Permit GP -0-20-001 Appendix C Contractor's Certification Form Stormwater Pollution Prevention Plan C-2 STORM WATER POLLUTION PREVENTION PLAN CONTRACTOR'S CERTIFICATION The Contractor and/or Subcontractor(s) that will implement the erosion and sediment control measures described in the SWPPP must be identified below. Each must sign a statement certifying that they understand the NYSDEC general permit (GP -0-20-001) authorizing storm water discharges during construction. These statements must be maintained in the SWPPP file on-site. CONTRACTOR IMPLEMENTING THE SWPPP: Business Name: Business Address: Telephone No.: Name of Signatory: Title of Signatory: Signature: Date: Contractor's Responsibility(s): Names of Company "Trained Contractors": 1. 4. 2. 3. CERTIFICATION: 5. 0 "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." Appendix D SWPPP Inspection Report (Sample Form) Stormwater Pollution Prevention Plan SWPPP INSPECTION FORM Page 1 1 General Information Name of Project Stabilized Construction Entrance Weather Conditions 7applicable) Date / / Soil Conditions ❑ Dry ❑ Wet ❑ Saturated ❑ Frozen Yes ❑ Other: Time INAM / PM Yes No OUT AM / PM Present Phase of Construction ❑ Inspector Name ❑ Inspector Title ❑ Inspection Frequency ❑ Routine - Once every 7 calendar days ❑ Routine - Two every 7 calendar days, min 2 day separation (5 acre waiver) ❑ Initial or Final Inspection ❑ Monthly -Once every 30 calendar days (winter shutdown) Page 1 1 SOIL DISTURBANCE ACTIVITY AREAS Stabilized Construction Entrance NOTES 7applicable) INACTIVE Silt Fencing Yes No N/A Yes No N/A 2. ❑ ❑ ❑ histalled per standards and specifications ❑ ❑ ❑ Installed on contour, not in drainage channels? ❑ ❑ ❑ Stone is clean enough to effectively remove mud ❑ ❑ ❑ Ends (Joints) wrapped around each other for support? ❑ ❑ ❑ from vehicle tires? ❑ ❑ ❑ Fabric buried minimum 6"and facing upstream? ❑ ❑ ❑ Do all vehicles enter and exit the site via the ❑ ❑ ❑ Broken posts, unstable posts, rips or tears in fabric? construction entrance? ❑ ❑ Sediment accumulation > 50% of design capacity? ❑ ❑ ❑ Drop Inlets Stone Check Dams Yes No N/A sediment, garbage and debris? Yes No N/A ❑ ❑ ❑ Unit consists of 2x4 wood frame and posts? ❑ ❑ ❑ Geotextile fabric placed beneath rock fill? ❑ ❑ ❑ Fabric buried minimum 8"? ❑ ❑ ❑ Erosion occurring within channel? ❑ ❑ ❑ Fabric secured to frame/posts, max 8" spacing? ❑ ❑ ❑ Ponding occurring behind check dam? ❑ ❑ ❑ Posts are 3' max spacing? ❑ ❑ ❑ Rocks have been displaced from the check dam? ❑ ❑ ❑ Broken posts, unstable posts, rips or tears in fabric? ❑ ❑ ❑ Sediment accumulation > 50% of design capacity? ❑ ❑ ❑ Sediment accumulation > 50% of design capacity? Page 1 1 SOIL DISTURBANCE ACTIVITY AREAS Temporary Sediment Basin NOTES 7applicable) INACTIVE Temporary Sediment Trap Yes No N/A Yes No N/A 2. ❑ ❑ ❑ Basin and outlet constructed per plans? ❑ ❑ ❑ Outlet structure constructed per plans? ❑ ❑ ❑ Side slopes stabilized (seed, mulch, hydroseed, etc)? ❑ ❑ ❑ Geotextile fabric placed beneath rock fill? ❑ ❑ ❑ Sediment accumulation > 50% of design capacity? ❑ ❑ ❑ Sediment accumulation > 50% of design capacity? Page 1 1 SOIL DISTURBANCE ACTIVITY AREAS General Housekeeping NOTES 7applicable) INACTIVE Sediment Control Yes No N/A Yes No N/A 2. ❑ ❑ ❑ Visible oil & grease or reside of such? ❑ ❑ ❑ Stockpiles are stabilized and contained? ❑ ❑ ❑ Construction activities impacting adjacent ❑ ❑ De -watering activities are preventing sediment laden properties? discharge from sensitive areas? ❑ ❑ ❑ Is excessive dust being produced by construction ❑ ® ❑ All ponds, streams, wetlands free of sediment (no activities? visual contrast)? ❑ ❑ ❑ All roadways and adjacent parcels free of sediment, garbage and debris? Page 1 1 SOIL DISTURBANCE ACTIVITY AREAS SOIL DISTURBANCE NOTES 7applicable) INACTIVE Date of Temporary Stabilization Date of Final Stabilization 1. 2. 3. 4. 5. 6. 7. Page 1 1 SWPPP INSPECTION FORM Description of Discharges Was a stormwater discharge or other discharge occurring from any part of your site at the time of the inspection? Yes ❑ No If "yes", provide the following information for each point of discharge: Discharge Location Observations 1. ❑ Yes ❑ No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or collective action is needed to resolve the issue) Yes ❑ No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or corrective action is needed to resolve the issue) Yes ❑ No Any visible signs of erosion and/or sediment accumulation attributed to your discharge? If yes, please describe below (specify the location(s) where these conditions were found, and indicate whether modification, maintenance, or corrective action is needed to resolve the issue) Items Repaired Since Last Inspection: Comments: (Provide further detail for any checked Grey boxes on page 1) Repair/Maintenance Items: (Provide a list of all E&S practices and pollution prevention measures that need repair or maintenance or were installed improperly) 1. 2. 3. 4. 5. INSPECTOR (PRINT NAME INSPECTOR SIGNATURE QUALIFIED PROFESSIONAL (PRINT NAME QUALIFIED PROFESSIONAL SIGNATURE OWNER/OPERATOR (PRINT NAME OWNER/OPERATOR SIGNATURE Page 1 2 Appendix E Record of Stabilization and Construction Activity Dates (Sample Form) Stormwater Pollution Prevention Plan 269 BROADWAY MJ 987.04 GRADING & STABILIZATION ACTIVITIES LOG GRADING STABILIZATION Start Temporary Dat Description of Activity End Date or pat Description of Measures and Location Permanent Page — of Appendix F Post -Construction Inspections and Maintenance Stormwater Pollution Prevention Plan POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS 1.0 INTRODUCTION The importance of maintaining your stormwater management practices cannot be overlooked. Properly maintaining your system can save you time and money down the road. If properly maintained, a system will not require replacement and will not lead to failure. 2.0 FIRST YEAR MAINTENANCE Site cover will require additional maintenance during the first year following installation. Owners will need to: • Water grass areas once every three days for first month, and then provide a half inch of water per week during the first year. • Fertilization may be needed in the fall after the first growing season to increase plant vigor. Any fertilization used shall be in accordance with local laws and regulations. • Keeping the site free of vehicular and foot traffic or other weight loads. 3.0 FIRST YEAR INSPECTIONS Site cover and associated structures and embankments should be inspected periodically for the first few months following construction and then on an annual or biannual basis. Site inspections should also be performed following all major (i.e., intense storms, thunder storms, cloud burst, etc.) storm events. Items to check for include (but are not limited to): • Differential settlement of embankments, cracking or erosion. • Lack of vigor and density of grass turf. • Accumulation of sediments or litter on lawn areas, paved areas, or within catch basin sumps. • Accumulation of pollutants, including oils or grease, in catch basin sumps. • Damage or fatigue of storm sewer structures or associated components. • Sources of sedimentation, specifically eroded areas in upland drainage areas, should be stabilized immediately upon identification. • Stabilization should be with vegetative practices or other erosion control practices when vegetative measures do not prove effective. Soil slumpage and cracking should be stabilized and repaired immediately upon identification. • Reseeding to repair bare or eroding areas is required to assure grass stabilization. 4.0 BEST MANAGEMENT PRACTICES The best way to maintain all systems described in this manual is to limit unnecessary discharges to these areas. This can be accomplished by: A. Vegetated areas and landscaping should be maintained to promote vigorous and dense growth. Lawn areas should be mowed at least three times a year (more frequent mowing may be desired for aesthetic reasons). Resultant yard waste shall be collected and disposed of off-site. B. Paved areas should be swept at least twice a year. Additional sweeping may be appropriate in the early spring for removal of deicing materials. 5.0 STORMWATER MANAGEMENT SYSTEMS M.J. Engineering and Land surveying. P.C. Page 1 ]533 uncen[Paad.iHro� Pah, Nrii965 PMna', SIB.3]1.8]99�Poc 518.3]l,Lffi33 ww .mjula[wry POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS A. Green Roof & Stormwater Planters PROBLEM ACTION REQUIRED ✓ Water or irrigate. ✓ Prune or remove dead or dying vegetation. ✓ Greater than 20% plant die off or wilting, even after rainy periods. May require new vegetation or indicate a problem with the soil medium. ✓ Yellowing vegetation may indicate a need for fertilizer, but do not fertilize unless explicitly included in the management plan. ✓ Bare areas with no vegetation growing. These may become Wilting or nutrient- Feed problems in the future. deprived vegetation; bare Condition 1: Large number of plants dying from wilt If areas developing on the roof this is a one-time occurrence, review weather and landscaping records to see whether the die off seems reasonable. If so, deeply water immediately, and plant reinforcements in the spring. Condition 2: Vegetation is dying and yellowing For yellowing vegetation, consider testing the media forpH, nutrient levels, and other factors that may affect growth. Problems identified would go to a Level 3 inspector (see note to right). ✓ Remove weeds by hand. ✓ Apply lime to kill moss. Weeds or moss ✓ Kick -Out to Level 2 Inspection: Weeds cover more than 25% of the surface, or the original planting plan has been compromised. ✓ Surface ponding more than 24 hours after a storm event presents a hazard and needs to be addressed immediately. Condition 1: Further inspection shows debris is clogging the outflow drainpipe Ponding between storm events Remove debris by hand and revisit within 24 hours to see whether this action fixed the problem. Condition 2: Debris has backed up to include the underdrain Attempt to remove by hand or flush out with ahose. M.J. Engineering and Land surveying. P.C. Page 2 ]533 uncen[Paad.iHro� Pah, Nrii965 PMna', SIB.3]1.8]99�Poc 518.3]l,Lffi33 ww .mjula[wry POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS a. Green Roof (RR -10) • Fertilize water and weed as much as necessary, especially during the first two years as plants become fully established. • Monitor plants for viability during the first two years and replace as required. • After plants have been fully established, evaluate system twice per year for weeding of invasive species and for safety and membrane inspections. • Roof drains should be cleared when the soil substrate, vegetation or debris clog the inlet. • Inspect drain inlets twice per year. b. Stormwater Planters (RR -11) • Fertilize water and weed as much as necessary, especially during the first two years as plants become fully established. • Monitor plants for viability during the first two years and replace as required. • After plants have been fully established, evaluate system twice per year for weeding of invasive species and for safety and membrane inspections. Prune and replace dead or dying vegetation. • Roof drains should be cleared when the soil substrate, vegetation or debris clog the inlet. • Inspect planters following any storm even greater than 0.5 inches of runoff at least twice in the first six months. • Inspect surface of planter for any evidence of sediment/debris build up or ponding issues. C. Stormwater / Infiltration Chambers (I-4) Each isolator row (if proposed) should initially be inspected immediately after completion of the site construction, and should be inspected on a bi-annual basis until an understanding of the sites characteristics is developed. The frequency for cleanout of chamber isolator rows will depend on the amount of sediment build-up. Clean-out should occur when sediment build-up reaches an average depth of 3". When clean-out of the isolator rows is required, it is recommended that a JetVac be used to remove the sediment accumulation. D. Catch Basins The frequency for cleanout of catch basin sumps will depend on the efficiency of mowing, sweeping, and debris and litter removal. Sumps should be cleaned when accumulation of sediments are within six inches of the catch basin outlet pipe. Disposal of material from catch basins sumps, drainage manholes, and trench drains shall be in accordance with local, state, and federal guidelines. M.J. Engineering and Land surveying. P.C. Page 3 ]533 uncen[Paad.iHro� Pah, Nrii965 PMna', SIB.3]1.8]99�Poc 518.3]l,Lffi33 ww .mjula[wry ✓ Remove debris by hand or flush through with a hose. Green Roof Only ✓ Debris cannot be removed, or it appears that Inspection port for roof debris has accumulated in the underdrams. drainage (can be clogged Condition: If the damage is minor, repair damage directly, per with debris) original design drawings Green Roof Only -/Call contractor or individual in charge of regular Damage to other roof building maintenance. This is a building drainage structures (e.g., maintenance issue. roof scuppers) a. Green Roof (RR -10) • Fertilize water and weed as much as necessary, especially during the first two years as plants become fully established. • Monitor plants for viability during the first two years and replace as required. • After plants have been fully established, evaluate system twice per year for weeding of invasive species and for safety and membrane inspections. • Roof drains should be cleared when the soil substrate, vegetation or debris clog the inlet. • Inspect drain inlets twice per year. b. Stormwater Planters (RR -11) • Fertilize water and weed as much as necessary, especially during the first two years as plants become fully established. • Monitor plants for viability during the first two years and replace as required. • After plants have been fully established, evaluate system twice per year for weeding of invasive species and for safety and membrane inspections. Prune and replace dead or dying vegetation. • Roof drains should be cleared when the soil substrate, vegetation or debris clog the inlet. • Inspect planters following any storm even greater than 0.5 inches of runoff at least twice in the first six months. • Inspect surface of planter for any evidence of sediment/debris build up or ponding issues. C. Stormwater / Infiltration Chambers (I-4) Each isolator row (if proposed) should initially be inspected immediately after completion of the site construction, and should be inspected on a bi-annual basis until an understanding of the sites characteristics is developed. The frequency for cleanout of chamber isolator rows will depend on the amount of sediment build-up. Clean-out should occur when sediment build-up reaches an average depth of 3". When clean-out of the isolator rows is required, it is recommended that a JetVac be used to remove the sediment accumulation. D. Catch Basins The frequency for cleanout of catch basin sumps will depend on the efficiency of mowing, sweeping, and debris and litter removal. Sumps should be cleaned when accumulation of sediments are within six inches of the catch basin outlet pipe. Disposal of material from catch basins sumps, drainage manholes, and trench drains shall be in accordance with local, state, and federal guidelines. M.J. Engineering and Land surveying. P.C. Page 3 ]533 uncen[Paad.iHro� Pah, Nrii965 PMna', SIB.3]1.8]99�Poc 518.3]l,Lffi33 ww .mjula[wry POST CONSTRUCTION OPERATIONS AND MAINTENANCE REQUIREMENTS B. Winter Maintenance To prevent impacts to storm water management facilities, the following winter maintenance limitations, restrictions, or requirements are recommended: • Remove snow and ice from inlet structures, basin inlet and outlet structures and away from culvert end sections. • Snow removed from paved areas should not be piled at inlets/outlets of the storm water management basin. • Use of deicing materials should be limited to sand and "environmentally friendly" chemical products. Use of salt mixtures should be kept to a minimum. • Sand used for deicing should be clean, course material free of fines, silt, and clay. • Materials used for deicing should be removed during the early spring by sweeping and/ or vacuuming. M.J. Engineering and Land surveying. P.C. Page 4 ]533 uncen[Paad.iHro� Pah, Nrii965 PMna', SIB.3]1.8]99�Poc 518.3]l,Lffi33 ww .mjula[wry Stormwater Pollution Prevention Plan Appendix G USDA Soils Report G-1 Hydrologic Soil Group—Saratoga County, New York 3 sero 59BBB3 598690 59a700 599710 59a720 508750 598740 599750 59a760 598770 59e790 508790 59BB00 43-4w^N 43-440'N R s 8 53 . a r n �• R c a Sufl Map may nit he valid at 'F f' 8 � r 43° 4 37 N thFs scale. 43° 4 37 N 598570 598550 59BB90 598750 596/10 598729 598730 598740 598750 599M 598770 59878] 598790 59@300 3 3 - Map Scale: 1:640 if pnnted on A landsope (11" x 8.5") sheet. - N Metes 0 5 10 20 3] A 0 0 3] 6) 129 ,80 Map projection: Web Mercator G merocordinates: WGS84 Edge tics: UTM Zone 18N WGS84 USDA Natural Resources Web Soil Survey 7/12/2021 211111111 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Saratoga County, New York MAP LEGEND MAP INFORMATION Area of Interest (AOI) p C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:24,000. 0 C/D Soils D Warning: Soil Map may not be valid at this scale. Soil Rating Polygons A 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 0 A/D water Features line placement. The maps do not show the small areas of _ Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D }}{ Rails Please rely on the bar scale on each map sheet for map Q Cmeasurements. � Interstate Highways 0 C/D ,Ny US Routes P Source of Ma Natural Resources Conservation Service D Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection, which preserves direction and shape but distorts -`r A distance and area. A projection that preserves area, such as the . Aerial Photography Albers equal-area conic projection, should be used if more r+/ A/D accurate calculations of distance or area are required. -`r B This product is generated from the USDA-NRCS certified data as y B/D of the version date(s) listed below. -`r C Soil Survey Area: Saratoga County, New York Survey Area Data: Version 20, Jun 11, 2020 y C/D Soil map units are labeled (as space allows) for map scales y D 1:50,000 or larger r r Not rated or not available Date(s) aerial images were photographed: Jun 10, 2015—Mar 29, 2017 Soil Rating Points p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background D A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 7/12/2021 Iiiiiii Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Saratoga County, New York Hydrologic Soil Group Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff.- None Specified usuA Natural Resources Web Soil Survey 7/12/2021 41111111110 Conservation Service National Cooperative Soil Survey Page 3 of 4 Map unit symbol Map unit name Rating Acres in AOI Percent of AOI WnB Windsor loamy sand, 3 to 8 percent slopes A 1.0 100.0% Totals for Area of Interest 1.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff.- None Specified usuA Natural Resources Web Soil Survey 7/12/2021 41111111110 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Saratoga County, New York Tie-break Rule: Higher usun Natural Resources Web Soil Survey 7/12/2021 Conservation Service National Cooperative Soil Survey Page 4 of 4 Stormwater Pollution Prevention Plan Appendix G Infiltration Testing Report G-2 Irerracon GeoReport Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 Prepared for: Roohan Realty Saratoga Springs, New York Prepared by: Terracon Consultants -NY, Inc. dba Dente Group Watervliet, New York September 5, 2019 Roohan Realty 519 Broadway Saratoga Springs, New York 12866 Attn: Mr. Tom Roohan ph: (518) 587-4500 Re: Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York Terracon Project No. JB195195 Dear Mr. Roohan: Irerracon Geon port We have completed the Geotechnical Engineering services for the referenced project. This study was performed in general accordance with Dente Group Proposal No. PJB195195 dated July 19, 2019 which was approved by your office on July 31, 2019. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs, retaining walls and pavements for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us at your convenience. Sincerely, Terracon Consultants -NY, Inc. John S. Hutchison, P.E. Senior Engineer Fred A. Dente, P.E. Principal Dente Group - A Terracon Company 594 Broadway Watervliet, New York 12189 P (518) 266 0310 F (518) 266 9238 terracon.com REPORT TOPICS INTRODUCTION............................................................................................................. 1 SITECONDITIONS......................................................................................................... 1 PROJECT DESCRIPTION.............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION...................................................................... 2 GEOTECHNICAL OVERVIEW....................................................................................... 4 SEISMIC CONSIDERATIONS........................................................................................ 4 EARTHWORK................................................................................................................ 5 SHALLOW FOUNDATIONS...........................................................................................8 DEEP FOUNDATIONS................................................................................................... 8 FLOORSLABS............................................................................................................ 10 RETAINING WALLS..................................................................................................... 11 GENERAL COMMENTS............................................................................................... 11 FIGURES...................................................................................................................... 13 Note: This report was originally delivered in a web -based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES PHOTOGRAPHY LOG SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building 267-269 Broadway Saratoga Springs, New York Terracon Project No. JB195195 September 5, 2019 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed mixed use building to be located at 267-269 Broadway in the city of Saratoga Springs, New York. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: Subsurface soil conditions Groundwater conditions Site preparation and earthwork Lateral earth pressures Foundation design and construction Floor slab design and construction Seismic site classification per NYSBC Frost considerations The geotechnical engineering scope of services for this project included the advancement of eight test borings, which were advanced to depths ranging from 25.3 to 33.4 feet below existing site grades. Maps indicating the site and test boring locations are included as the attached Site Location and Exploration Plans, respectively. SITE CONDITIONS The project site is located on the west side of Broadway between West Circular Street and Congress Street. Hamilton Street flanks the site on its west side. While the site is currently vacant, it was until recently occupied by a one to two story brick building, and an older aerial photograph (circa 1964) indicates another structure predated the one recently removed. Existing grades across the property are highest along its Broadway frontage at elevations of about 299 to 302 feet, and slope downward to the west, with ground surface elevations at about 293 to 294 feet along Hamilton Street. Overall topography in the site locale is gently rolling. Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report lrerracon Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 GeoReport PROJECT DESCRIPTION As we understand it, the project entails construction of a new five -story mixed use building with basement level parking and plan dimensions of about 65 x 240 feet. Preliminary plans envision the first floor at an elevation of approximately 307 feet (about five feet above Broadway), with the basement level parking at about elevation 295 (or just above Hamilton Street). The building will be a "podium" style with concrete/steel framing on the lower levels and wood framing on the upper four floors. Anticipated foundation loads were not available at the time of this report; for the purposes of this evaluation, we have assumed maximum column loads of 500 kips and wall loads of five kips per linear foot. GEOTECHNICAL CHARACTERIZATION We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual subsurface logs. The individual logs can be found in the Exploration Ress.11ts and the GeoModel in the sections of this report. We identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. M,., RT_n■�nrr� Layer Name General Description Fill Sand with varying amounts of silt and gravel, brown, pieces of brick, occasional cobbles, cinders, slag Native Sand Native sand with lesser amounts gravel and silt, gene ally very loose to loose Lake Clays Silt and clay, banded to varved, generally very soft to soft Silty sand with gravel, occasional cobbles and Glacial Till boulders, gray to black, generally medium dense to very dense Bedrock Limestone Remains of an asphalt paved parking lot are present at the ground surface on the west side of the site, and test borings in this area revealed existing pavement thickness of about 0.2 to 0.3 feet, along with a similar thickness of underlying gravel base. No distinct surface materials were noted elsewhere. Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport Beneath whatever surface materials were present, urban fill materials were found in each of the boreholes advanced for this study, extending to depths between about 3 and 9 feet below the existing ground surface. The fills typically consisted of sands with varying amounts of silt and gravel, along with pieces of brick and occasional cobbles, cinders and slag. Test pits by others in 2017 revealed fills of similar composition to depths of approximately 5 to 9 feet. The fills were underlain by a layer of native sands at most locations (all but test borings B-1 and B-5 at the west end of the site), this ranging in thickness between approximately 2 and 8 feet overall. The sands were of a very loose to loose relative density as indicated by measured SPT N -values. Lacustrine silt and clay deposits were encountered beneath the sands (or directly beneath the existing fills at boreholes B-1 and B-5). These cohesive deposits were judged to be of a very soft to soft consistency and extended to depths of about 25 to 31 feet below the existing ground surface. Laboratory testing indicates the silts and clays classify among the CL (Lean Clay) group using the Unified Soil Classification System (USCS). Measured liquid limits were between 37 and 40 percent, and corresponding plastic limits were each 23 percent. The natural moisture content of the clay samples submitted for testing was between 37 and 39 percent, this at or near the liquid limit in each case. A thin layer of glacial till was found beneath the silt and clay deposits at most locations, this being no more than a few feet thick, medium dense to dense, and mantling the underlying bedrock. Bedrock was encountered at depths of approximately 25.2 to 33.4 feet below the existing ground surface as evidenced by refusal of the drill tooling, this corresponding with bedrock surface elevations between about 264 to 269 feet. Confirmatory rock core sampling at test boring B-2 indicates the bedrock consists of limestone which is lightly weathered and medium strong with very close to close fracture spacing. Rock core recovery was 98 percent and measured RQD was 80 percent indicating a "good" rock mass quality. A photograph of the recovered rock core is included with the subsurface logs. Groundwater observations and measurements were made as the boreholes were completed. It should be noted that these measurements may not reflect actual groundwater depths, as adequate time may not have elapsed for groundwater to enter the augers and achieve a static level prior to the measurements being taken. Based upon the groundwater measurements and recovery of wet soil samples, it appears that groundwater was present at depths of about 5 to 10 feet at the time of investigation, indicating a groundwater surface elevation in the range of about 289 to 292 feet. Fluctuations in groundwater level may occur because of seasonal variations in the amount of rainfall, runoff, and other factors that may differ from those present at the time the explorations were performed. Additionally, grade adjustments on and around the site, as well as surrounding drainage improvements, may affect the water table. Responsive ■ Resourceful ■ Reliabl( Geotechnical Engineering Report lrerracon Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 GeoReport GEOTECHNICAL OVERVIEW Planning for design and construction of the new building at the project site will be impacted primarily by the presence of the existing urban fills and underlying soft native soils. The existing fill, which varies in composition and is generally loose, is not considered suitable for direct support of building foundations, although consideration may be given to leaving some of the fill in place beneath the parking level floor slab with some limitations as outlined subsequently. The loose sands and soft silt/clay native soils beneath the fill offer modest bearing capacity in the context of the proposed construction. Considering this, conventional shallow spread foundations are a potentially viable option for support of the building, but this will be dependent on actual building loads and the limits of tolerable settlement. These parameters are discussed in the Shallop Foundations section. Should bearing capacity or settlement considerations preclude the use of spread foundations, the building may be alternatively supported on steel H -piles driven to end bearing on bedrock as outlined in the Deep Foundatiori section. Soils which are excavated for foundation construction are for the most part expected to consist of existing fills. These materials are likely to be unsuitable for reuse as backfill because of their excessive silt, unsuitable debris and rubble and should be wasted off site. In general, groundwater is expected to be at or slightly below foundation excavation depths and some dewatering should be anticipated in planning for design and construction of the building. Groundwater and/or perched water encountered during construction is expected to be limited in volume and standard sump and pump methods should be sufficient for its removal. Groundwater may however impact on the design of any pits or deep utility lines depending on their planned depth and/or configuration. Any such deeper features may require deeper well dewatering systems or sheet piling to depress and maintain the groundwater beneath them. The following sections of this report provide more detailed recommendations to assist in planning for the geotechnical related aspects of the project. We should be provided with the opportunity to review plans and specifications prior to their release for bidding to confirm that our recommendations were properly understood and implemented, and to allow us to refine our recommendations, if warranted, based upon the final design. The General Comments section provides an understanding of the report limitations. SEISMIC CONSIDERATIONS The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC). Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report lrerracon Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 GeoReport Seismic Site Classification Based on the soil properties encountered at the site as described on the exploration logs and the results of shear wave velocity testing completed in similar subsurface profiles in the general project area, it is our professional opinion that the seismic Site Class is D. Subsurface explorations at this site were extended to a maximum depth of 33.4 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Liquefaction Liquefaction of the soils is not expected to not occur in response to earthquake motions. This opinion is based upon the composition of the site soils and the results of shear wave velocity testing completed in similar subsurface profiles in the general project area. EARTHWORK In general, earthwork is anticipated to include clearing, grubbing, cut and fill to establish the planned site grades, removal and replacement of existing fills beneath the building pad as necessary, compaction and stabilization of pavement subgrades, and fill/backfill around new building foundations. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs and pavements. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Site Preparation Site preparation should begin with clearing and stripping of asphalt, topsoil and surficial organic matter from the building pad. A pre -construction survey of adjoining properties should be completed to define pre-existing cracks or deflections within the adjacent structures if H pile foundations are selected. In addition, vibration monitoring at the site limits and at nearby structures should be performed to verify whether the pile driving contractor's means and methods are acceptable or require modification. While consideration may be given to leaving some of the existing fills in place beneath the parking level floor slab, we recommend the slab be seated on a structural fill layer a minimum of two feet Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport thick to ensure the suitability, integrity and uniformity of materials directly beneath the slab. Undercut subgrades should be proof -rolled as described below, with any soft areas stabilized accordingly. Even with the partial replacement of existing fills and proof -rolling, the Owner must accept some degree of risk that the slab may settle over time and require periodic maintenance. If this risk cannot be accepted, the fills must be removed and replaced in their entirety beneath the slab, or the slab should be supported on piles. Prior to placing fills to raise site grades and/or after cuts are made to the plan subgrade elevations, the subgrades should be proof -rolled using a steel drum roller with a static weight of at least five tons. The roller should operate in the static mode, unless requested otherwise by the Geotechnical Engineer observing the work, and travel at a speed not exceeding three feet per second (two miles per hour). At least four passes with the roller should be made over the entire subgrade surface. The method of proof -rolling may be modified by the Geotechnical Engineer based upon the conditions exposed at the time of construction. Soft areas identified by the proof -rolling should be investigated to determine the cause and stabilized accordingly. These investigations may include the excavation of test pits. If existing fills are found and determined by to be unsuitable by the Geotechnical Engineer, they should be removed and replaced as deemed necessary. Fill Material Types Structural Fill should be used as fill and backfill in and around the proposed building pad. The fill should consist of imported sand and gravel which meets the limits of gradation given below. All imported materials should be free of recycled concrete, asphalt, bricks, glass, and pyritic shale rock. IMPORTED STRUCTURAL FILL Sieve Size 3" ,/„ No. 40 No. 200 Percent Finer 100 30 to 75 5to40 Oto10 As previously noted, we recommend against the reuse of excavated existing fills. These materials are considered unsuitable for reuse and should be wasted off-site. Fill Compaction Requirements New fills and backfills beneath and around the building pad should be placed in uniform loose layers no more than about one -foot thick where heavy vibratory compaction equipment is used. Smaller lifts should be used where hand operated equipment is required for compaction. Each lift Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport should be compacted to no less than 95 percent of its maximum dry density as determined by the Modified Proctor Compaction Test — ASTM D1557. Temporary Excavation Slopes and Shoring All excavations must be performed in accordance with federal Occupational Safety and Health Administration (OSHA) standards, along with state and local codes, as applicable. Native site soils should be considered Type C pursuant to 29 CFR Part 1926 Subpart P. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed OSHA regulations. Flatter slopes than those dictated by the regulations or temporary shoring may be required depending upon the soil conditions encountered and other external factors. OSHA regulations are strictly enforced and if not followed, the owner, contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. In general, excavations should not encroach within a zone of influence defined by a line extending out and down from any existing structures at an inclination of 1 V: 1.51-1. Excavations that encroach within this zone should be sheeted, shored, and braced to support the soil and adjacent structure loads, or the structure should be underpinned to establish bearing at a deeper level. If shoring is required, it should be designed by a NYS registered Professional Engineer. For shoring design purposes, the total unit weight of the native soil and fill may be assumed equal to 115 pounds per cubic foot (pcf) above groundwater and 120 pcf below groundwater. A friction angle equal to 30 degrees may be assumed. If sheet piles are installed, they should remain in place because their removal could induce settlement of new and/or existing structures. Construction Observation and Testing The earthwork efforts and any pile driving should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of topsoil and unsuitable fills, proof -rolling, and stabilization of areas delineated by the proof -roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas. One density and water content test should be performed for every 50 linear feet of compacted utility trench backfill. Foundation bearing grades and subgrades for floor slabs and pavements should be evaluated under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical Engineer should prescribe mitigation options. It should be understood the actual subsurface conditions that exist will only be known when the site is excavated. The continuation of the Geotechnical Engineer into the construction phase of Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport the project will allow for validation of the subsurface conditions assumed to exist for this study and the design recommended in this report, including assessing variations, providing recommendations and reviewing associated design changes. SHALLOW FOUNDATIONS The potential viability of shallow spread foundations should be evaluated once actual anticipated building loads become available. For preliminary planning purposes, we have estimated total settlements in the range of 1.5 to 2 inches for a spread foundation system. This assumes a column foundation 12 feet square with a maximum contact pressure of 3,000 pounds per square foot (psf) bearing on a structural fill pad 3 feet thick (with the structural fill pad constructed over native undisturbed soils). We estimate that roughly a third to half of the total settlement would occur semi -elastically, as construction proceeds and as dead/live loads are placed. The remainder of the settlement would be expected to occur gradually post -construction, as consolidation settlement over a period of a year or so. We also expect settlements would be somewhat less at the east end of the building where there would be some excavation load relief through cuts to establish the parking level floor grade. Continuous strip footings should be at least two feet in width, and isolated footings should be at least three feet in width. All exterior foundations should be seated at least four feet below final adjacent grades for frost protection. Interior foundations (beneath heated spaces) should bear at a nominal depth of two feet or more below finished floor to develop adequate bearing capacity. Foundation Construction Considerations The foundation bearing grades should consist of Structural Fill pads placed over native undisturbed soils after all existing fill is removed (along with any remains of old structures or otherwise unsuitable materials that may be found) as outlined in the FSrfhwnrV section. The bearing surfaces should be thoroughly compacted as described herein. All final bearing grades should be firm, stable, and free of loose soil, mud, water and frost. The Geotechnical Engineer should approve the condition of the undercut subgrades prior to construction of the bearing pads and should approve the final foundation bearing grades immediately prior to placement of the reinforcing steel and concrete. DEEP FOUNDATIONS Deep Foundation Design Parameters Steel H -piles are considered a feasible alternative for use at this site. The piles should be driven to refusal on bedrock and designed for an allowable axial design load equal to the pile cross - Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport sectional area times 35 percent of the yield stress of the steel. For example, an HP10x42 section pile, with a cross-sectional area of 12.3 square inches and Grade 50 steel would have an allowable axial capacity of 215 kips (12.3 int x 0.35 x 50 ksi). The allowable axial capacity may be increased to 50 percent of the steel yield stress if dynamic load testing is performed in accord with ASTM D4945 standards. This would increase the allowable capacity of an HP10x42 section to 307 kips. A heavier pile section may also be used to achieve an increased axial load capacity. An individual pile can be assumed to develop a lateral load capacity of at least ten (10) kips at translations of one-quarter ('/4) inch or less with a semi -fixed head condition. For pile groups the individual pile lateral load capacity should be reduced accordingly based upon the spacing and configuration of the piles. Lateral load capacity of pile caps may be calculated using a reduced passive earth pressure as lateral pile capacity is predicated on allowable lateral translation of one-quarter ('/4) inch. The coefficient of passive lateral earth pressure and total unit weight of compacted Structural Fill against pile caps and grade beams may be assumed to equal 2.5 and 120 pounds per cubic foot, respectively. Pile caps and grade beams should be seated at least four feet beneath adjacent exterior grades to afford frost penetration protection. The piles should be spaced no closer than three feet, with a minimum of three piles in any group supporting columns not restrained laterally by grade beams or haunched slabs. Piles which are laterally restrained may be installed in single or double pile groups. No pile group reduction factor for vertical loads is considered necessary. The H -Piles should be fitted with a cast steel Pruyn Point Shoe HP75500 as manufactured by Associated Pile and Fitting Co., Inc. to protect the piles as they are driven through the fill materials and into the very compact glacial till soils and/or bedrock. The piles should be driven using a hammer capable of achieving design loads confirmed by dynamic load testing. After the pile tip reaches the expected bedrock depth and penetration becomes 1/4 -inch or less for five consecutive blows, refusal will be considered to be reached if the penetration for five additional blows is less than 1/4 -inch. A wave equation analysis should be performed to verify that the hammer, cushion, and pile section employed achieves the design capacity without over -stressing the pile. Dynamic load testing should be conducted on at least two piles at locations spaced around the site and approved by the Geotechnical Engineer. Results of the wave equation analysis and load testing can be used to refine the pile driving criteria. Settlement of the pile top should consist of elastic shortening of the pile under the design load and penetration of the pile into the bearing surface. Total axial movement of the pile top is not expected to exceed one-half inch. Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report lrerracon Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 GeoReport Deep Foundation Construction Considerations Obstructions may be encountered while attempting to drive the piles through the fill materials at this site. In bidding the work, the Contractor should include provisions/costs for pre -drilling or removal of any obstructions and associated delays in the pile driving operations. All pile installation should be performed during the full-time observation of the Geotechnical Engineer. The Geotechnical Engineer should also approve the condition of pile cap and/or foundation subgrades immediately prior to placement of reinforcing steel and concrete. FLOOR SLABS Floor Slab Design Parameters The parking level and/or building floor slabs should be constructed upon a minimum six-inch thick base of crushed stone which conforms to requirements for ASTM C33 Blend 57 aggregate, which itself is placed over imported structural fill after partial or complete removal of existing fill soils to form the minimum two feet thickness of structural fill. If moisture sensitive coatings or floor coverings will be placed on the floors, a vapor retarder, Stego Wrap 15 mil Class A or equivalent, should be installed per ACI 302 and/or ACI 360 guidelines. A vertical modulus of subgrade reaction equal to 200 pounds per cubic inch (pci) at the top of the stone base layer may be assumed for the slab design purposes. Floor Slab Construction Considerations The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. Frost Considerations It should be understood that sidewalks and pavements constructed upon the site's soils will heave as frost seasonally penetrates the subgrades. The magnitude of the seasonal heave will vary with many factors and result in differential movements. As the frost leaves the ground, sidewalks and pavements will settle back, but not entirely in all areas. Where walks meet doorways or where curbs and storm drains meet pavements, such differential heave and settlement may result in undesirable displacements and create trip hazards. To limit the magnitude of heave and the creation of these uneven joints to generally tolerable magnitudes for most winters, a 16 -inch thick crushed stone base course, composed of Blend 57 aggregate, may be placed beneath the sensitive sidewalk, drive, etc. areas. The stone layer must have an underdrain placed within it. Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report lrerracon Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 GeoReport RETAINING WALLS Retaining Wall Design Parameters Structure walls that retain earth should be designed to resist lateral earth pressures together with any applicable surcharge loads. Active earth pressures may be assumed for walls that are free to deflect as the backfill is placed and surcharge loads applied. At -rest earth pressures should be assumed for walls that are braced prior to backfilling or applying surcharge loads. The following design parameters are provided to assist in determining the lateral wall loads, whichever apply: Soil's Angle of Internal Friction - Coefficient of At -Rest Earth Pressure - Coefficient of Active Earth Pressure - Coefficient of Passive Earth Pressure - Total Unit Weight of Soil - Coefficient of Sliding Friction - 30 degrees 0.50 0.33 3.00 120 pcf 0.30 (concrete on native soils) The recommended design parameters assume relatively level grades on either side of the wall, that the wall is backfilled with a suitable granular fill, and that the backfill remains permanently well -drained. Water must not be allowed to collect against the wall unless the wall is designed to accommodate the added hydrostatic pressure. Drainage system recommendations are provided below. Subsurface Drainage for Below -Grade Walls Retaining structures should be provided with a foundation level drain which may consist of a nominal 4 -inch diameter perforated PVC pipe embedded at the base of a minimum 12 -inch wide column of clean crushed stone (e.g., no. 1 and no. 2 size aggregate or ASTM Blend 57 stone). The stone should be wrapped in a filter fabric (Mirafi 140N or equivalent) to inhibit siltation. Backfill soils behind the crushed stone drainage layer should consist of Structural Fill. The drain line should be sloped to provide positive gravity drainage to daylight, stormwater system, or to a sump pit and pump. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third -party beneficiaries intended. Any third -party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements and design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive ■ Resourceful ■ Reliable Contents: GeoModel Responsive ■ Resourceful ■ Reliable Proposed Mixed Use Building Saratoga Springs, New York 1 rerracon Terracon Project No. JB195195 GeoReport 305 300 295 290 m Cn 285 2 z O 280 Q w J LU 275 270 265 260 This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. IModel Layer Layer Name General Description 1 Fill Sand with varying amounts of silt and gravel, brown, pieces of brick, occasional cobbles, cinders, slag 2 Native Sand Native sand with lesser amounts gravel and silt, generally Ivery loose to loose 3 Lake Clays .4 Silt and clay, banded to varved, generally very soft to soft 4 Glacial Till Silty sand with gravel, occasional cobbles and boulders, gray to black, generally medium dense to very dense 5 Bedrock Limestone LEGEND ■Asphalt ®Silty Clay ® Bedrock Aggregate Base Course F_qGlacial TillL-Ld MTSiltySand ® Fill 0 Poorly -graded Sand E]Gravel Poorgraded Sand with = First Water Observation Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. NOTES: Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. ATTACHMENTS Responsive ■ Resourceful ■ Reliable Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 EXPLORATION AND TESTING PROCEDURES Field Exploration Number of Borings I Boring Depth (feet) 1 rerracon GeoReport Location 8 1 25.2 to 33.4 1 Building pad Boring and Test Pit Layout and Elevations: The boring locations were established by Terracon through GPS coordinates and/or tape measurements from existing site features. Approximate elevations were obtained by Terracon through interpolation between topographic contour intervals shown on the plans provided to us. If more precise locations and/or elevations are desired, the as -drilled boring locations should be surveyed. Subsurface Exploration Procedures: The test borings were made using a standard rotary drill rig equipped with hollow stem augers. As the augers were advanced, the soils were sampled at intervals of five feet or less in accordance with the Standard Method for Penetration Test and Split - Barrel Sampling of Soils, ASTM D1586. Upon meeting refusal at borehole B-2, the refusal material (in this case, bedrock) was cored to allow its characterization. The coring was completed in general accordance with ASTM D2113 — Standard Practice for Rock Core Drilling and Sampling of Rock for Site Investigation using an NQ -size double tube core barrel. One core run, five feet in length, was made. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The soil and rock core samples were placed in appropriate containers and taken to our soils laboratory for classification by a Geologist or Geotechnical Engineer. The soils were described based on the material's color, texture, plasticity and moisture condition. Rock classification was conducted using locally accepted practices for engineering purposes; petrographic analysis may reveal other rock types. Soil classifications are in general accordance with the Unified Soil Classification System (USCS) as summarized herein. Rock classification was determined using the Description of Rock Properties terms (also summarized herein). Final boring logs were prepared, and they represent the Geotechnical Engineer's interpretation of the field logs and laboratory classifications, along with any laboratory testing performed. Laboratory Testing Selected recovered samples from the test borings were submitted for laboratory testing as part of the subsurface investigation, to confirm the visual classifications and to provide quantitative index Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2 Geotechnical Engineering Report Proposed Mixed Use Building Saratoga Springs, New York September 5, 2019 Terracon Project No. JB195195 1 rerracon GeoReport properties for use in the geotechnical evaluation. This testing was performed in general accordance with the following standard methods: ASTM D2216 - Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (3 samples tested) ASTM D422 - Standard Test Method for Particle -Size Analysis of Soils (1 sample tested) ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils (2 samples tested) Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Plan Exploration Plan Note: All attachments are one page unless noted above. Responsive ■ Resourceful ■ Reliable >'ITE LOCATION Irerracon 269 Broadway ■ Saratoga Springs, NY Ol' GeoRe t September 5, 2019 ■ Terracon Project No. JB195195 p \~� ATF,�'^�,"y� J F1�i ` l�li �.'ilf Jr r Y �� Ilr- ��,� l 1- rP Gia— �"�, �` 11 ♦ 9` t46a Vit'- is�, n,. ��d Wt �+ iVr VV yl. ISI r� Ar, �� -T�t� b 1 T% c nty7"i ��g pp 11 ape) Plevg p�nd� p V ^ .1 - - ' -'! V �L-=. < Bid P e or gh �1 Ir k li d �1` I ly 1•, ks4'� f r_.. $_= J .d sr r r 1 m`". " C� ISI i P V. I� �� I�r � � ' rwa- rJ i sr '� ■ i JI -"� 1, •• ^. A n �. a %e k �Mahoma - IGl }✓ �� �' ( SITEjR +slHl.3q��I Racetrack AIfIllb w - lV k Tb}wcr��E■■ p r/ ,}f'.� r _• -'�' Ii- VII ° �IV li(`lRC Hp NG t n Ir s t zea°`� o' j v_VVV P . �SelersV } l J Cem Vi'I i�"� SU / .� �`■ _y� Y illm VV�tW 'I ILj"�'}� V. it ,r} _Lt i� S'ara �a� Cern �UU �L_` 1v rN' _• ��• Yi'YF'+. I SII �I � 1 � � {I, y �./ NO�3l3 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES INCLUDE'. SARATOGA SPRINGS.. NY (11111967). EXPLORATION PLAN lrerracon 269 Broadway ■ Saratoga Springs, NY GeoRe t September 5, 2019 ■ Terracon Project No. JB195195 pOl' Approx. Limits of Proposed Building 1' DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT AERIAL PHOTOGRAPHY PROVIDED BY INTENDED FOR CONSTRUCTION PURPOSES MICROSOFT BING MAPS EXPLORATION RESULTS Contents: Boring Logs (8 pages) Rock Core Photo Laboratory Test Results (2 pages) Note: All attachments are one page unless noted above Responsive ■ Resourceful ■ Reliable 0 r a 0 O co m N N m J �>JJ O Z 0 O J Ir Q U) O H 0 BORING LOG NO. B-1 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See-xploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07760 Longitude: -73.78750 L Q F w z LU a a w� Lu a > o� Q� 0 ry Approximate Surface Elev.: 294 (Ft.) +/- o m Q 0 O O DEPTH ELEVATION Ft. SPHALT + AVEMENT BASE + 2-2-2-3 FILL -SILTY SAND, pieces of brick, occasional cobbles, fine to medium grained, P92 brown, moist to wet, very loose to very denseX 1 17.5 5—= 21 N=2 286.5+/- X_ 24 1-2-2-2 VARVED SILT AND CLAY (CL -ML), gray to brown, moist to wet, very soft to soft N=4 10 WH/12"-1-2 24 N=1 15 WH/12"-2-2 s 24 N=2 20 24 WH -1-2-3 N=3 25.0 269+/ - 25 1 1 50/2" SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to + tedium grained, gray to black, moist, very dense uger KeTusal ar 25.3 Feer Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-13-2019 Boring Completed: 08-13-2019 5.1 feet while drilling Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 BORING LOG NO. B-2 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See-xploration Plan ; 0 w a V o Q O Latitude: 43.07750 Longitude: -73.78720 L Q }} F U)U) w z LU a a w� Lu a > o� Q� 0 ry Approximate Surface Elev.: 295 (Ft.) +/- o m Q 0 O DEPTH ELEVATION Ft. O SPHALT + AVEMENT BASE tLLU1_L- 19 2-3-3-4 FILL - SILTY SAND WITH GRAVEL, pieces of brick, fine to medium grained, 3.o brown to orange, moist, loose 292+/- POORLY GRADED SAND (SP), fine to medium grained, orange to brown, moist 4-3-4-3 10 to wet, loose 21 N=7 z 5 X 21 2-2-2-2 N=4 7.0 288+/- VARVED SILT AND CLAY (CL -ML), trace fine sand, brown, wet, very soft to soft 2-2-1-2 24 N=3 10 Grades to gray banded silt and clay X_ 24 WH -2-2-2 N=4 15 24 WH/1T-2 3= 20 24 WH -1-2-3 N=3 25 24 1-1-2-2 N=3 28.0 267+/ - LIMESTONE, with quartz veins and chert nodules, gray, slightly weathered, 0 medium strong, very close to close fracture spacing, good RQD 30 REC=98% 59 RQD=80% 33.0 262+/ - Boring Tenninafed of 33 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA to 28 feet, NQ2-sized core barrel to 33 feet. description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic Op n1Rn WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-09-2019 Boring Completed: 08-09-2019 6.3 feet while drilling (prior to coring) Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 Rock Core at B-2 0 r a 0 0 co m N W m J �>JJ 0 Z 0 0 Ir Ir a U) 0 Lu 0 BORING LOG NO. B-3 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See-xploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07750 Longitude: -73.78690 Lu F-- F w z LU a a w� aLu > o� Q� 0 ry Approximate Surface Elev.: 295.5 (Ft.) +/- o m Q 0 1 O O DEPTH ELEVATION Ft. FILL - SILTY SAND WITH GRAVEL (SM), pieces of brick, fine to medium grained, 3-7-6-5 brown, moist, very loose to medium dense 19 N=13 3-3-6-8 1 17.0 4 N=9 Grades to black at about 4 feet 2-3-3-2 5 14 N=6 and pieces of debris at about 6 feet Cinders P 288.5+/- 22 WH -1-2-1 N=3 SILTY SAND (SM), trace gravel and rootlets, fine to medium grained, brown to black, wet, very loose z WH -1-1-1 12 N=2 10.0 285.5+/- 10 2-3-5-5 VARVED SILT AND CLAY (CL -ML), trace fine sand, brown, moist to wet, very soft to medium stiff 22 N=8 N=8 15 — 1-1-2-3 Grades to gray at about 15 feet X 24 N=3 3 20 Grades to wet at about 20 feet 24 WH/1T-2 25 24 WH -1-2-2 N=3 30.0 265.5+/- 30 17 4-18-50/4" 4 SILTY SAND WITH GRAVEL (SM), occasional cobbles, fine to medium grained, 31.3 gray, wet, very dense 264+/ - Auger and Sampler Refusal of 31.3 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-13-2019 Boring Completed: 08-13-2019 No free water observed Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 0 r a 0 0 co m N N N m J �>JJ 0 Z 0 0 Ir Ir a U) 0 Lu 0 BORING LOG NO. B-4 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See-xploration Plan ; 0 w a V o Q O Latitude: 43.07750 Longitude: -73.78660 Lu F-- }} F U)U) w z LU a a w� aLu > o� Q� 0 ry Approximate Surface Elev.: 299 (Ft.) +/- o m Q 0 1 O DEPTH ELEVATION Ft. O FILL -SILTY SAND (SM), pieces of brick, trace rootlets, fine to medium grained, 1-3-4-3 brown, moist, very loose to loose 18 N=7 6 1-1-1-1 N=2 1 5 2 WH -1/18" 10 N=2 9.0 290+/- 16 3-3-2-2 N=5 ° POORLY GRADED SAND WITH GRAVEL (SP), fine to brown, a ° medium grained, wet, loose 10 3-2-3-1 2 �o.22 X N=5 12.0 287+/- 3-2-1-1 VARVED SILT AND CLAY (CL -ML), gray to brown, wet, very soft to soft 24 N=3 15 — WH/12"-1-1 Grades to gray X 24 N=1 39 20- 3 24 WH/12"-1-2 N=1 25 24 WH/12"-2-3 N=2 30.0 269+/ 30 2-7-7-18 SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to medium grained, gray, wet, medium dense X18 N=14 a 33.3 265.5+/ - Auger and Sampler Refusal at 33.3 Feet LL I Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-12-2019 Boring Completed: 08-12-2019 9.5 feet while drilling Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 0 r a 0 O co m N N m J �>JJ O Z 0 O Ir Q U) O H 0 BORING LOG NO. B-5 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See-xploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07750 Longitude: -73.78750 L Q F w z LU a a w� Lu a > o� Q� 0 ry Approximate Surface Elev.: 294.5 (Ft.) +/- o m Q 0 O O DEPTH ELEVATION Ft. SPHALT A+ GGREGATE BASE COURSE + 2- FILL - POORLY GRADED SAND (SP), pieces of brick, fine to medium grained, 19 =10 N=10 brown, moist, very loose to medium dense 4-2-3-4 1 19 N=5 5_=X 6.0 288.5+/- — 22 2-1-1-1 N=2 VARVED SILT AND CLAY (CL -ML), gray to brown, wet, very soft to medium stiff 2-1-2-2 24 N=3 10 24 WH/1T-2 37 15- 324 WH/12"-1-2 N=1 20 24 1-2-4-7 N=6 25.5 269+/_ 25 4 26 5 SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to 268+/ medium grained, gray, wet, very dense 17 3-7-50/4" Sampler Refusal at 26.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-08-2019 Boring Completed: 08-08-2019 5.5 feet while drilling Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 BORING LOG NO. B-6 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See Exploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07740 Longitude: -73.78720 L Q F w z LU a a w� Lu a > o� Q� 0 ry Approximate Surface Elev.: 295.5 (Ft.) +/- o m Q 0 O O DEPTH ELEVATION Ft. ASPHALT + AVEMENT BASE + 3-5-9-9 FILL - POORLY GRADED SAND (SP), occasional cobbles, fine to medium 19 N=14 grained, orange to brown, moist, medium dense 22 6-6-9-9 N=15 4.0 291.5+/- ° POORLY GRADED SAND WITH GRAVEL (SP), trace silt, fine to medium grained, tan, wet, very loose to loose 5 3-2-1-2 z �o. . X 21 N=3 7.0 288.5+/- 2.2.2.3 VARVED SILT AND CLAY (CL -ML), trace fine sand, brown, moist to wet, very soft to soft 24 N=4 10 X_ 24 WH -2-2-3 N=4 15 24 WH -1-2-2 N=3 3 20 WH/12"-1-2 24 N=1 25 24 1-1-1-5 N=2 28.5 267+/- 4 29.0 PROBABLE GLACIAL TILL - SILTY SAND WITH GRAVEL (SM), fine to medium 266.5+/ - rained, gray, very dense 0 50/0" o sample recovery at this depth Auger and Sampler Refusal of 29 Feet LL Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-14-2019 Boring Completed: 08-14-2019 6.1 feet while drilling Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 0 r a 0 0 co m N N N m J �>JJ 0 Z 0 0 Ir Ir a U) 0 Lu 0 BORING LOG NO. B-7 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See Exploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07740 Longitude: -73.78690 Lu F-- F w z LU a a w� aLu > o� Q� 0 ry Approximate Surface Elev.: 297 (Ft.) +/- o m Q 0 1 O O DEPTH ELEVATION Ft. FILL - SILTY SAND WITH GRAVEL (SM), pieces of brick, trace slag, fine to 2-4-5-6 medium grained, brown, moist to wet, loose to medium dense 21 N=9 4-4-4-4 21 N=8 1 19 3-4-7-4 5 N=11 11-11-10-9 8.0 Grades to wet at about 7 feet 289+/- 21 N=21 SILTY SAND (SM), fine grained, brown, wet, medium dense 3-4-4-3 2 21 N=8 10.0 287+/- 10 — WH -1-2-4 VARVED SILT AND CLAY, brown, moist, very soft to medium stiff X 19 N=3 15 24 2-3-4-4 N=7 3 20 — WH/12"-1-2 Grades to gray banded silt and clay X 24 N=1 25 24 WH -1-2-3 N=3 30.0 67+/ 267+/- 30— 30SILTY 4-5-4-7 SILTYSAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to 40, medium grained, gray, moist, loose to very dense 19 N=9 3 2. 4 264.5+/- 0 50/0" Auger and Sampler Refusal of 32.4 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-08-2019 Boring Completed: 08-08-2019 No free water observed Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 BORING LOG NO. B-8 Paqe 1 of 1 PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty Saratoga Springs, New York SITE: 267-269 Broadway Saratoga Springs, New York Lu 00 LOCATION See Exploration Plan 0 w V o ; a }} U)U) Q O Latitude: 43.07730 Longitude: -73.78670 L Q F w z LU a a w� Lu aLu > o� Q� 0 ry Approximate Surface Elev.: 302 (Ft.) +/- o m Q 0 1 O O DEPTH ELEVATION Ft. FILL - POORLY GRADED SAND (SP), pieces of brick, trace rootlets, fine to 2-4-4-4 medium grained, brown, moist, loose 14 N=8 2-2-5-10 19 N=7 1 18.0 1 5-3-2-2 5 N=5 1-2-4-6 X 5 N=6 294+/- POORLY GRADED SAND (SP), fine to medium grained, orange to brown, moist 1-2-3-2 to wet, very loose to loose 21 N=5 10 3-2-2-2 Grades to wet at about 10 feet 19 N=4 2 22 2-1-2-4 N=3 15- 16.0 286+/- 24 WH/12"-1-2 N=1 VARVED SILT AND CLAY (CL -ML), gray, wet, very soft to soft 20 24 2-2-1-2 N=3 3 25 24 WH -1-2-2 N=3 30 31.0 271+/- 24 2-15-17-14 SILTY SAND WITH GRAVEL (SM), occasional cobbles and boulders, fine to N=32 4 033.4 medium grained, gray, wet, dense to very dense 268.5+/ - Auger and Sampler Refusal of 33.4 Feet 0 50/0" Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: See Exploration and Testing Procedures for a Notes: 3 1/4" ID HSA description of field and laboratory procedures WH =Weight of Hammer used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. Abandonment Method: Boring backfilled with soil cuttings upon completion. Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic WATER LEVEL OBSERVATIONS Irerracon Boring Started: 08-09-2019 Boring Completed: 08-09-2019 No free water observed Drill Rig: CME 45 Driller: S. Loiselle 594 Broadway Watervliet, NY Project No.: JB195195 GRAIN SIZE DISTRIBUTION ASTM D422 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 0 95 90m a 10 85 80 20 I 75 70 30 65 60 40 v 2 m A LD 55 m m LU z 50 500 m D � LU 45 L m A z 40 60 cu U 2 U 35 a = 30 70 25 20 80 15 10 90 5 01p n—r O 100 10 1 0.1 0.01 0.0 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY BORING ID DEPTH % COBBLES % GRAVEL % SAN'-: % SILT % FINES % CLAY USCS • B-2 3 - 5 0.0 12.9 79.7 7.4 SP -SM GRAIN SIZE • SOIL DESCRIPTION Sieve %Finer Sieve %Finer Sieve %Finer • • POORLY GRADED SAND with SILT D95 19.387 1" 100.0 3/4" 94.6 (SP—SM) D60 0.973 1/2" 91.29 3/8" 90.69 D50 0.687 1/4" 87.94 D30 0.329 #4 87.05 #10 80 63 REMARKS D10 0.126 #40 36.26 COEFFICIENTS #100 #200 7.37 7.37 • Co 0.88 CU 7.70 PROJECT: Proposed Mixed Use Building Irerracon PROJECT NUMBER: JB195195 SITE: 267-269 Broadway 594 Broadway CLIENT: Roohan Realty Saratoga Springs, New York Watervliet, NY Saratoga Springs, New York 50 P L A s 40 T I C T 30 Y I N 20 D E X 10 ATTERBERG LIMITS RESULTS ASTM D4318 1U 4U Boring ID Depth LL PL I PI • B-2 3 - 5 NP NP NP X B-4 15-17 40 23 17 A B-5 10-12 37 00'r O+ 14 /000� o'1 G� G� MH or OH r OL -Mi ML i _CL 1U 4U Boring ID Depth LL PL I PI • B-2 3 - 5 NP NP NP X B-4 15-17 40 23 17 A B-5 10-12 37 23 14 PROJECT: Proposed Mixed Use Building SITE: 267-269 Broadway Saratoga Springs, New York ESU Ou 1 UU LIQUID LIMIT Fines USCS Descripti 7.4 SP -SM POORLY GRADED SAND with SILT CL Lean Clay CL Lean Clay Irerracon 594 Broadway Watervliet, NY PROJECT NUMBER: JB195195 CLIENT: Roohan Realty Saratoga Springs, New York SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Description of Rock Properties Note: All attachments are one page unless noted above Responsive ■ Resourceful ■ Reliable GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Proposed Mixed Use Building Saratoga Springs, New York Terracon Project No. JB195195 SAMPLING WATER LEVEL n Rock Core N Split Spoon Water Initially Encountered Water Level After a Specified Period of Time V Water Level After a Specified Period of Time Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. lrerracon GeoReport FIELD TESTS N Standard Penetration Test STRENGTH TERMS Resistance (Blows/Ft.) (HP) Hand Penetrometer (T) Torvane (DCP) Dynamic Cone Penetrometer UC Unconfined Compressive (50% or more passing the No. 200 sieve.) Strength (PID) Photo -Ionization Detector (OVA) Organic Vapor Analyzer GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES STRENGTH TERMS Percent of Dry Weight RELATIVE DENSITY OF COARSE-GRAINED SOILS Trace CONSISTENCY OF FINE-GRAINED SOILS Trace (More than 50% retained on No. 200 sieve.) 15-29 (50% or more passing the No. 200 sieve.) 5-12 Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing, field visual -manual GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION Major Component of Sample procedures or standard penetration resistance m Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or (Density) N -Value (Consistency) Qu, (tsf) N -Value Gravel Blows/Ft. Medium 11-30 Blows/Ft. Very Loose 0 - 3 Very Soft less than 0.25 0 - 1 Loose 4 - 9 Soft 0.25 to 0.50 2 - 4 Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4 - 8 Dense 30-50 Stiff 1.00 to 2.00 8-15 Very Dense > 50 Very Stiff 2.00 to 4.00 15-30 Hard > 4.00 > 30 RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Percent of Dry Weight Descriptive Term(s) of other constituents Percent of Dry Weight Trace <15 Trace <5 With 15-29 With 5-12 Modifier >30 Modifier >12 GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION Major Component of Sample Particle Size m Plasticity Index Boulders Over 12 in. (300 mm) Non -plastic 0 Cobbles 12 in. to 3 in. (300mm to 75mm) Low 1 - 10 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Medium 11-30 Sand #4 to #200 sieve (4.75mm to 0.075mm High > 30 Silt or Clay Passing #200 sieve (0.075mm) UNIFIED SOIL CLASSIFICATION SYSTEP Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests 1, 1 rerracon GeoReport Soil Classification Z 1 Group Name Gros Cu >_ 4 and 1 < Cc < 3 E GW Clean Gravels: Cu < 4 and/or [Cc<1 or Cc>3.0] E Gravels: More than 50% of Less than 5% fines c Fines classify as ML or MH coarse fraction Silty gravel F, G, H Fines classify as CL or CH retained on No. 4 sieve Gravels with Fines: Coarse -Grained Soils: SW More than 12% fines c More than 50% retained SP Poorly graded sand t Fines classify as ML or MH on No. 200 sieve Siltv sand G, H, t Clean Sands: Fat clayK, L, M Sands: Less than 5% fines D Elastic Silt K, t-, M 50% or more of coarse I < 0.75 Sands with Fines: Organic clay K, t-, M, P fraction passes No. 4 sieve 1 rerracon GeoReport Soil Classification Z 1 Group Name Gros Cu >_ 4 and 1 < Cc < 3 E GW Well -graded gravel F Cu < 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Cu >_ 6 and 1 < Cc < 3 E SW I Well -graded sand t Cu < 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand t Fines classify as ML or MH SM Siltv sand G, H, t Fine -Grained Soils: No. 200 more passes the0 sieve No. Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more More than 12% fines D Inorganic: Fines classify as CL or CH SC I Clayey sand G, H, t PI > 7 and plots on or above "A" CL Lean clay K, L, M PI < 4 or plots below "A" line J ML Silt K, L, M Organic: Liquid limit - oven dried < 0.75 OL Organic clayK, L, M, H Liquid limit - not dried Organic silt K, L, M, o Inorganic: Organic: PI plots on or above "A" line CH Fat clayK, L, M PI plots below "A" line MH Elastic Silt K, t-, M Liquid limit - oven dried I < 0.75 OH Organic clay K, t-, M, P Ligwd limit - not deed Organic silt K, L, M, a Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3 -inch (75 -mm) sieve. H If fines are organic, add "with organic fines" to group name. If field sample contained cobbles or boulders, or both, add "with cobbles t If soil contains >_ 15% gravel, add "with gravel" to group name. or boulders, or both" to group name. J If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel with silt, GW -GC well -graded gravel with clay, GP -GM poorly gravel," whichever is predominant. graded gravel with silt, GP -GC poorly graded gravel with clay. If soil contains >_ 30% plus No. 200 predominantly sand, add Sands with 5 to 12% fines require dual symbols: SW -SM well -graded " sandy" to group name. sand with silt, SW -SC well -graded sand with clay, SP -SM poorly graded sand with silt, SP -SC poorly graded sand with clay. MY soil contains >_ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. 2 (D. H PI >_ 4 and plots on or above "A" line. Cu = D6o/D,° Cc = D,0 x D60 oPl < 4 or plots below "A" line. P PI plots on or above "A" line. F If soil contains >_ 15% sand, add "with sand" to group name. Q PI plots below "A" line. G If fines classifv as CL -ML. use dual svmbol GC -GM. or SC -SM. 60 For classification of fine-grained soils and fine-grained fraction ' 50 —of coarse-grained soils `tee ' KI �e- �4 Equation of "A" - line o a Horizontal at P1=4 to LL=25.5_ X — then PI=0.73 (LL -20) pC 40 W ❑ Equation of "U" -line f, Z Vertical at LL=16 to PI=7, , CJ H 30 then PI=0.9 (LL 8) Q 20 MH or OH , E r 10 7 --- 4 - ML or OL 0 0 10 16 20 30 40 50 60 70 80 90 100 11 LIQUID LIMIT (LL) Responsive ■ Resourceful ■ Reliable DESCRIPTION OF ROCK PROPERTIES WEATHERING 1 rerracon CeaRepart Term Description Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. Slightly Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be weathered discolored by weathering and may be somewhat weaker externally than in its fresh condition. Moderately Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is weathered present either as a continuous framework or as corestones. Highly More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is weathered present either as a discontinuous framework or as corestones. Completely weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. STRENGTH OR HARDNESS Description Field IdentificatiorL. Uniaxial Compressive Very close 3/4 in — 2-1/2 in (19 - 60 mm) Very thin Strength, psi MPa Extremely weak Indented by thumbnail 40-150 (0.3-1) Very weak Crumbles under firm blows with point of geological hammer, can be 150-700 (1-5) Wide peeled by a pocket knife 3 ft. — 10 ft. (900 mm — 3 m) Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations 700-4,000 (5-30) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0 -degree angle. ROCK QUALITY DESIGNATION (RQD) 10 made by firm blow with point of geological hammer Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be 4,000-7,000 (30-50) fractured with single firm blow of geological hammer Strong rock Specimen requires more than one blow of geological hammer to 7,000-15,000 (50-100) fracture it Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250) DISCONTINUITY DESCRIPTION Fracture Spacina (Joints. Faults. Other Fractures) I Beddina Saacina (Mav Include Foliation or Bandina) Extremely close < % in (<19 mm) Laminated <'/z in (<12 mm) Very close 3/4 in — 2-1/2 in (19 - 60 mm) Very thin '/2 in — 2 in (12 — 50 mm) Close 2-1/2 in — 8 in (60 — 200 mm) Thin 2 in — 1 ft. (50 — 300 mm) Moderate 8 in — 2 ft. (200 — 600 mm) Medium 1 ft. — 3 ft. (300 — 900 mm) Wide 2 ft. — 6 ft. (600 mm — 2.0 m) Thick 3 ft. — 10 ft. (900 mm — 3 m) Very Wide 6 ft. — 20 ft. (2.0 — 6 m) Massive > 10 ft. (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0 -degree angle. ROCK QUALITY DESIGNATION (RQD) 10 Very Poor Poor Fair Good RQD Value 0-25 25-50 50-75 75-90 Excellent 1 90-100 1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentaqe of the total core run lenqth. Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009 Technical Manual for Design and Construction of Road Tunnels — Civil Elements Stormwater Pollution Prevention Plan Appendix G NYSDEC and USGS Aquifer Mapping G-3 Primary and Principal Aquifers in New York State Engineering and Land Surveying, P.C. 1533 Crescent Road Clifton Park, New York 12065 (518)371-0799 STORMWATER POLLUTION PREVENTION PLAN 269 BROADWAY SARATOGA SPRINGS, NEW YORK ECT rm Source: NYSDEC Environmental Mapper Database NYSDEC PRIMARY AND PRINCIPAL AQUIFERS Not to Scale Appendix G NYSDEC Environmental Resource Mapper Stormwater Pollution Prevention Plan G-4 -J 50 Congress Park PROJECT SITE ' 50 I'Vi�t r�MS S.T. Cr 26 Significant Natural Communities ❑ Natural Communities Near Th is Lo cat on Source: NYDEC Ll Rare Plants or Animals ENVIRONMENTAL RESOURCE MAPPER Engineering and 1 Land Surveying, P.C. 1533 Crescent Road Clifton Park, New York 12065 (518)371-0799 STORMWATER POLLUTION PREVENTION PLAN 269 BROADWAY SARATOGA SPRINGS, NEW YORK NYDEC ENVRIONMENTAL RESOURCE MAPPER Not to Scale Engineering and Land Surveying, P.C. 1533 Crescent Road Clifton Park, New York 12065 (518)371-0799 STORMWATER POLLUTION PREVENTION PLAN 269 BROADWAY SARATOGA SPRINGS, NEW YORK NYDEC Environmental Resource Mapper Wetlands Mapper Not to Scale I� Congress Park PROJECT SITE Congress Park 50 f w ['�4. V usfrs �"� Q} Qr r m — Waterloo dy Classifications for Rivers/Streams CI WaterbodyClass ifrati ons, for Lates Source: NYDEC ENVIRONMENTAL RESOURCE GJ ❑State Regulated Freshwater Wetlands MAPPER Engineering and Land Surveying, P.C. 1533 Crescent Road Clifton Park, New York 12065 (518)371-0799 STORMWATER POLLUTION PREVENTION PLAN 269 BROADWAY SARATOGA SPRINGS, NEW YORK NYDEC Environmental Resource Mapper Wetlands Mapper Not to Scale Appendix G USFWS National Wetlands Inventory (NWI) Mapping Stormwater Pollution Prevention Plan G-5 Mir P . Estuarine and Marine Deepwater ❑ Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine Engineering and Land Surveying, P.C. 1533 Crescent Road Clifton Park, New York 12065 (518)371-0799 PROJECT SITE aI Source: National Wetlands Inventory STORMWATER POLLUTION PREVENTION PLAN National Wetlands Inventory 269 BROADWAY SARATOGA SPRINGS. NEW YORK Not to Scale Stormwater Pollution Prevention Plan Appendix G FEMA FIRM Floodplain Mapping G-6 0 � r m V F O 7 Cherry St Di�islon APPROXIMATE SC St 500 0 �. NATIONAL FLOOD INSURANCE PROGRAM Washington St C n SPrin9 ! I FIRM �n9 e mI ss St st 9P FLOOD INSURANCE RATE MAP SARATOGA COUNTY, NEW YORK (ALL JURISDICTIONS) PANEL X33 OF 693 s EsEt MaP 1— FOR -- -, P—,EoI CONTAINS- 4 I COMMUMTY "BER PANEL SOFFIX p II SII tAEEKEtC,ipm OE E 3 saaaloaa svmxs.ntr.r ow E li xolzb N"a M o �1 III I I ILII I. W Circulor III (I n St s i o.,. �M Jnr a n�,� v,•"�rw."MeOpdMAP fNUMBER Circular St II' ii � 3609 0 C04 33 E I, EFFECTIVE DATE AUGUST 16, 1995 OSx' Federml ESmergency Mmnmge.ent Agency J N This is an official FIRMette showing a portion of the above -referenced flood map created from the MSC FIRM— Web tool. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For additional information about how to make sure the map is current, please see the F—u Hazard Mapping Updates Overview Fact Sheet I vailable on the FEMA Flood Map Service Center home page at haps://",.fem,.gov. Appendix G USFWS Threatened and Endangered Species Screening Stormwater Pollution Prevention Plan (IPac) G-7 United States Department of the Interior FISH AND WILDLIFE SERVICE New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 Phone: (607) 753-9334 Fax: (607) 753-9699 http://www.fws.p,ov/northeast/nyfo/es/section7.htm In Reply Refer To: Consultation Code: 05E1NY00-2021-SLI-3377 Event Code: 05E1NY00-2021-E-10342 Project Name: 269 Broadway July 12, 2021 Subject: List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: The enclosed species list identifies threatened, endangered, proposed and candidate species, as well as proposed and final designated critical habitat, that may occur within the boundary of your proposed project and/or may be affected by your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (ESA) of 1973, as amended (16 U.S.C. 1531 et seq.). This list can also be used to determine whether listed species may be present for projects without federal agency involvement. New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. Please feel free to contact us if you need more current information or assistance regarding the potential impacts to federally proposed, listed, and candidate species and federally designated and proposed critical habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the ESA, the accuracy of this species list should be verified after 90 days. This verification can be completed formally or informally as desired. The Service recommends that verification be completed by visiting the ECOS-IPaC site at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested through the ECOS-IPaC system by completing the same process used to receive the enclosed list. If listed, proposed, or candidate species were identified as potentially occurring in the project area, coordination with our office is encouraged. Information on the steps involved with assessing potential impacts from projects can be found at: http:// www.fws.gov/northeast/nyfo/es/section7.htm Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require development of an eagle conservation plan (http://www.fws.gov/windenerg_�/ eagle guidance.html). Additionally, wind energy projects should follow the Services wind 07/12/2021 Event Code: 05E1NY00-2021-E-10342 energy guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and bats. Guidance for minimizing impacts to migratory birds for projects including communications towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: http:// www.fws. ov/mi ratorybirds/CurrentBirdlssues/Hazards/towers/towers.htm; http.// www.towerkill.com; and http://www.fws. ov/mi ratoD birds/CurrentBirdlssues/Hazards/towers/ comtow.html. We appreciate your concern for threatened and endangered species. The Service encourages Federal agencies to include conservation of threatened and endangered species into their project planning to further the purposes of the ESA. Please include the Consultation Tracking Number in the header of this letter with any request for consultation or correspondence about your project that you submit to our office. Attachment(s): • Official Species List 07/12/2021 Event Code: 05E1NY00-2021-E-10342 Official Species List This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: New York Ecological Services Field Office 3817 Luker Road Cortland, NY 13045-9385 (607) 753-9334 07/12/2021 Event Code: 05E1NY00-2021-E-10342 2 Project Summary Consultation Code: 05E1NY00-2021-SLI-3377 Event Code: 05E1NY00-2021-E-10342 Project Name: 269 Broadway Project Type: DEVELOPMENT Project Description: 269 Broadway is currently vacant besides a small parking lot and is in the T-6 Transect Zone. Proposed construction of a 6 story (70 foot high) mixed-use building. Project Location: Approximate location of the project can be viewed in Google Maps: https: www. google.com/maps/Q43.0774196,-73.78712413400987,14z a Counties: Saratoga County, New York � ��7rt•�,� I n RNfs@i'a Pl .. f 07/12/2021 Event Code: 05E1NY00-2021-E-10342 3 Endangered Species Act Species There is a total of 0 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheriesi, as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. 1. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. Critical habitats THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S JURISDICTION. Appendix G SHPO CRIS Historic Places Screening Maps Stormwater Pollution Prevention Plan G-8 _ a Survey Archaeology Areas (View) PROJECT SITE 1 National Regis#er Building Sites Survey Building Areas (View) (View) Consulfation Projecfs (View) USN Building Districts (View) N Source: NY CULTURALRESOURCE INFORMATION SYSTEM Engineering and STORMWATER POLLUTION PREVENTION PLAN CULTURAL RESOURCE Land Surveying, P.C. 269 BROADWAY INFORMATION SYSTEM 1533 Crescent Road SARATOGA SPRINGS, NEW YORK Clifton Park, New York 12065 (518)371-0799 Not to Scale Appendix H Pre -Development Watershed Delineation Map Stormwater Pollution Prevention Plan H-1 Engineering and Appendix H Pre -Development HydroCAD Model Stormwater Pollution Prevention Plan H-2 13L1 BROADWAY 2S 1L (new Subcat) 4S HAMILTON STREET (new Subcat) Subcat Reach on Link Routing Diagram for Existing Conditions Prepared by {enter your company name here}, Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Existing Conditions Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatch me nt-n u mbe rs) 0.424 39 >75% Grass cover, Good, HSG A (2S) 0.435 98 Paved parking, HSG A (2S, 4S) 0.860 69 TOTAL AREA Existing Conditions Prepared by {enter your company name here} HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Printed 7/12/2021 Page 3 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.424 0.000 0.000 0.000 0.000 0.424 >75% Grass cover, Good 2S 0.435 0.000 0.000 0.000 0.000 0.435 Paved parking 2S, 4S 0.860 0.000 0.000 0.000 0.000 0.860 TOTAL AREA Existing Conditions Type// 24 -hr 1 -YR Rainfall=2.18" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 4 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=0.26" Flow Length=292' Tc=7.4 min CN=68 Runoff=0.26 cfs 0.018 of Subcatchment4S: (new Subcat) Runoff Area= 1,036 sf 100.00% Impervious Runoff Depth=1.95" Tc=6.0 min CN=98 Runoff=0.07 cfs 0.004 of Link 1L: HAMILTON STREET Inflow=0.26 cfs 0.018 of Primary=0.26 cfs 0.018 of Link 3L: BROADWAY Inflow=0.07 cfs 0.004 of Primary=0.07 cfs 0.004 of Total Runoff Area = 0.860 ac Runoff Volume = 0.022 of Average Runoff Depth = 0.31" 49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac Existing Conditions Type// 24 -hr 1 -YR Rainfall=2.18" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: (new Subcat) Runoff = 0.26 cfs @ 12.02 hrs, Volume= 0.018 af, Depth= 0.26" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 -YR Rainfall=2.18" Area (sf) CN Description 17,926 98 Paved parking, HSG A 18,482 39 >75% Grass cover, Good, HSG A 36,408 68 Weighted Average 18,482 50.76% Pervious Area 17,926 49.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0850 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 1.3 192 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 292 Total Summary for Subcatchment 4S: (new Subcat) Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 1.95" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 -YR Rainfall=2.18" Area (so CN Description 1,036 98 Paved parking, HSG A 1,036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link 1 L: HAMILTON STREET Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 0.26" for 1 -YR event Inflow = 0.26 cfs @ 12.02 hrs, Volume= 0.018 of Primary = 0.26 cfs @ 12.02 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type// 24 -hr 1 -YR Rainfall=2.18" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 6 Summary for Link 3L: BROADWAY Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 1.95" for 1 -YR event Inflow = 0.07 cfs @ 11.97 hrs, Volume= 0.004 of Primary = 0.07 cfs @ 11.97 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type 11 24 -hr 10 -YR Rainfall=3.62" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 7 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=0.97" Flow Length=292' Tc=7.4 min CN=68 Runoff=1.33 cfs 0.068 of Subcatchment4S: (new Subcat) Runoff Area= 1,036 sf 100.00% Impervious Runoff Depth=3.39" Tc=6.0 min CN=98 Runoff=0.12 cfs 0.007 of Link 1L: HAMILTON STREET Inflow=1.33 cfs 0.068 of Primary=1.33 cfs 0.068 of Link 3L: BROADWAY Inflow=0.12 cfs 0.007 of Primary=0.12 cfs 0.007 of Total Runoff Area = 0.860 ac Runoff Volume = 0.074 of Average Runoff Depth = 1.04" 49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac Existing Conditions Type 11 24 -hr 10 -YR Rainfall=3.62" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: (new Subcat) Runoff = 1.33 cfs @ 12.00 hrs, Volume= 0.068 af, Depth= 0.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YR Rainfall=3.62" Area (sf) CN Description 17,926 98 Paved parking, HSG A 18,482 39 >75% Grass cover, Good, HSG A 36,408 68 Weighted Average 18,482 50.76% Pervious Area 17,926 49.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0850 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 1.3 192 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 292 Total Summary for Subcatchment 4S: (new Subcat) Runoff = 0.12 cfs @ 11.97 hrs, Volume= 0.007 af, Depth= 3.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YR Rainfall=3.62" Area (so CN Description 1,036 98 Paved parking, HSG A 1,036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link 1 L: HAMILTON STREET Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 0.97" for 10 -YR event Inflow = 1.33 cfs @ 12.00 hrs, Volume= 0.068 of Primary = 1.33 cfs @ 12.00 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type 11 24 -hr 10 -YR Rainfall=3.62" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 9 Summary for Link 3L: BROADWAY Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 3.39" for 10 -YR event Inflow = 0.12 cfs @ 11.97 hrs, Volume= 0.007 of Primary = 0.12 cfs @ 11.97 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type 11 24 -hr 100 -YR Rainfall=5.93" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 10 Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=2.57" Flow Length=292' Tc=7.4 min CN=68 Runoff=3.65 cfs 0.179 of Subcatchment4S: (new Subcat) Runoff Area= 1,036 sf 100.00% Impervious Runoff Depth=5.69" Tc=6.0 min CN=98 Runoff=0.20 cfs 0.011 of Link 1L: HAMILTON STREET Inflow=3.65 cfs 0.179 of Primary=3.65 cfs 0.179 of Link 3L: BROADWAY Inflow=0.20 cfs 0.011 of Primary=0.20 cfs 0.011 of Total Runoff Area = 0.860 ac Runoff Volume = 0.190 of Average Runoff Depth = 2.65" 49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac Existing Conditions Type 11 24 -hr 100 -YR Rainfall=5.93" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: (new Subcat) Runoff = 3.65 cfs @ 11.99 hrs, Volume= 0.179 af, Depth= 2.57" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YR Rainfall=5.93" Area (sf) CN Description 17,926 98 Paved parking, HSG A 18,482 39 >75% Grass cover, Good, HSG A 36,408 68 Weighted Average 18,482 50.76% Pervious Area 17,926 49.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 100 0.0850 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 1.3 192 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 292 Total Summary for Subcatchment 4S: (new Subcat) Runoff = 0.20 cfs @ 11.97 hrs, Volume= 0.011 af, Depth= 5.69" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YR Rainfall=5.93" Area (so CN Description 1,036 98 Paved parking, HSG A 1,036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Link 1 L: HAMILTON STREET Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 2.57" for 100 -YR event Inflow = 3.65 cfs @ 11.99 hrs, Volume= 0.179 of Primary = 3.65 cfs @ 11.99 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Existing Conditions Type 11 24 -hr 100 -YR Rainfall=5.93" Prepared by {enter your company name here} Printed 7/12/2021 HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Page 12 Summary for Link 3L: BROADWAY Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 5.69" for 100 -YR event Inflow = 0.20 cfs @ 11.97 hrs, Volume= 0.011 of Primary = 0.20 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Appendix Post -Development Watershed Delineation Map Stormwater Pollution Prevention Plan I-1 Stormwater Pollution Prevention Plan Appendix Post -Development HydroCAD Model 1-2 [L� H o 2S Hamilton Street Subcat Reach on Link 9S 8S 10S Rest of Bu ding 6th F or Terrace Green oof I, 3S 7L 8P 12 Broadway Broadway C2 Green Roof Stormwatetanters 10 Ib DMH3 DMH2 UNDERGROUND DETENTION Proposed HydroCAD Proposed Green Roof Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.142 39 >75% Grass cover, Good, HSG A (2S) 0.143 61 >75% Grass cover, Good, HSG B (10S) 0.196 98 Paved parking, HSG A (2S, 3S) 0.378 98 Roofs, HSG A (8S, 9S, 10S) 0.860 82 TOTAL AREA Proposed HydroCAD Proposed Green Roof Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.716 HSG A 2S, 3S, 8S, 9S, 10S 0.143 HSG B 10S 0.000 HSG C 0.000 HSG D 0.000 Other 0.860 TOTAL AREA Proposed Green Roof Prepared by {enter your company name here} HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Proposed HydroCAD Printed 2/15/2022 Page 4 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.142 0.143 0.000 0.000 0.000 0.286 >75% Grass cover, Good 2S, 10S 0.196 0.000 0.000 0.000 0.000 0.196 Paved parking 2S, 3S 0.378 0.000 0.000 0.000 0.000 0.378 Roofs 8S, 9S, 10S 0.716 0.143 0.000 0.000 0.000 0.860 TOTAL AREA Proposed HydroCAD Proposed Green Roof Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 5 Pipe Listing (selected nodes) Line# Node Number In -Invert (feet) Out -Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside -Fill (inches) 1 8P 294.25 294.17 7.8 0.0103 0.013 6.0 0.0 0.0 2 9P 292.78 292.04 146.5 0.0051 0.013 12.0 0.0 0.0 3 10P 291.94 290.92 45.0 0.0227 0.013 12.0 0.0 0.0 4 11P 290.28 289.84 20.0 0.0220 0.013 12.0 0.0 0.0 5 12P 293.00 292.97 6.9 0.0043 0.013 6.0 0.0 0.0 6 13P 290.90 290.38 20.0 0.0260 0.013 12.0 0.0 0.0 7 35P 292.98 292.98 13.0 0.0000 0.013 6.0 0.0 0.0 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Paae 6 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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment2S: Hamilton Street Runoff Area= 13,706 sf 54.75% Impervious Runoff Depth>2.85" Tc=6.0 min CN=71 Runoff= 1.68 cfs 0.075 of Subcatchment3S: Broadway Runoff Area= 1,036 sf 100.00% Impervious Runoff Depth>5.48" Tc=6.0 min CN=98 Runoff=0.21 cfs 0.011 of Subcatchment8S: 6th Floor Terrace Runoff Area=5,185 sf 100.00% Impervious Runoff Depth>5.48" Tc=6.0 min CN=98 Runoff= 1.03 cfs 0.054 of Subcatchment9S: Rest of Building Runoff Area=3,847 sf 100.00% Impervious Runoff Depth>5.48" Tc=0.0 min CN=98 Runoff=0.88 cfs 0.040 of Subcatchment10S: Green Roof Runoff Area= 13,670 sf 54.30% Impervious Runoff Depth>3.82" Tc=6.0 min CN=81 Runoff=2.16 cfs 0.100 of Pond 8P: C2 Green Roof Peak EIev=358.02' Storage=1,323 cf Inflow=2.16 cfs 0.100 of Outflow=2.37 cfs 0.072 of Pond 9P: DMH2 Peak EIev=293.70' Inflow=1.87 cfs 0.144 of 12.0" Round Culvert n=0.013 L=146.5' S=0.0051 T Outflow=1.87 cfs 0.144 of Pond 10P: DMH3 Peak EIev=292.83' Inflow=1.87 cfs 0.144 of 12.0" Round Culvert n=0.013 L=45.0' S=0.0227'/' Outflow=1.87 cfs 0.144 of Pond 11 P: DCB2 Peak EIev=291.03' Inflow=1.87 cfs 0.144 of 12.0" Round Culvert n=0.013 L=20.0' S=0.0220'/' Outflow=1.87 cfs 0.144 of Pond 12P: Stormwater Planters Peak EIev=330.67' Storage=421 cf Inflow=3.83 cfs 0.167 of Outflow=4.55 cfs 0.163 of Pond 13P: DCB1 Peak EIev=0.00' 12.0" Round Culvert n=0.013 L=20.0' S=0.0260'/' Primary=0.00 cfs 0.000 of Pond 35P: UNDERGROUND DETENTION Peak EIev=294.04' Storage=2,210 cf Inflow=4.55 cfs 0.163 of 6.0" Round Culvert x 4.00 n=0.013 L=13.0' S=0.0000'/' Outflow=1.87 cfs 0.144 of Link 6L: Hamilton Street DMH4 Link 7L: Broadway Inflow=3.34 cfs 0.219 of Primary=3.34 cfs 0.219 of Inflow=0.21 cfs 0.011 of Primary=0.21 cfs 0.011 of Total Runoff Area = 0.860 ac Runoff Volume = 0.280 of Average Runoff Depth = 3.91" 33.25% Pervious = 0.286 ac 66.75% Impervious = 0.574 ac Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 2S: Hamilton Street Runoff = 1.68 cfs @ 11.97 hrs, Volume= 0.075 af, Depth> 2.85" 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 100year Rainfall=6.24" Area (sf) CN Description 7,504 98 Paved parking, HSG A 6,202 39 >75% Grass cover, Good, HSG A 13,706 71 Weighted Average 6,202 45.25% Pervious Area 7,504 54.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, min Tc Summary for Subcatchment 3S: Broadway Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.011 af, Depth> 5.48" 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 100year Rainfall=6.24" Area (so CN Description 1,036 98 Paved parking, HSG A 1,036 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, MIN TC 6.0 Summary for Subcatchment 8S: 6th Floor Terrace Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.054 af, Depth> 5.48" 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 100year Rainfall=6.24" Area (so CN Description 5,185 98 Roofs, HSG A 5,185 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min TC Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 9S: Rest of Building Runoff = 0.88 cfs @ 11.89 hrs, Volume= 0.040 af, Depth> 5.48" 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 100year Rainfall=6.24" Area (so CN Description 3,847 98 Roofs, HSG A 3,847 100.00% Impervious Area Summary for Subcatchment 10S: Green Roof Runoff = 2.16 cfs @ 11.97 hrs, Volume= 0.100 af, Depth> 3.82" 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 100year Rainfall=6.24" Area (sf) CN Description 6,247 61 >75% Grass cover, Good, HSG B 7,423 98 Roofs, HSG A 13,670 81 Weighted Average 6,247 45.70% Pervious Area 7,423 54.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min TC Summary for Pond 8P: C2 Green Roof Inflow Area = 0.314 ac, 54.30% Impervious, Inflow Depth > 3.82" for 100year event Inflow = 2.16 cfs @ 11.97 hrs, Volume= 0.100 of Outflow = 2.37 cfs @ 11.97 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.1 min Primary = 2.37 cfs @ 11.97 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 358.02'@ 11.95 hrs Surf.Area= 4,510 sf Storage= 1,323 cf Flood Elev= 358.20' Surf.Area= 4,510 sf Storage= 2,120 cf Plug -Flow detention time= 102.3 min calculated for 0.072 of (72% of inflow) Center -of -Mass det. time= 39.3 min ( 808.9 - 769.5 ) Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 9 Volume Invert Avail.Storage Storage Description #1 358.00' 902 cf 11.00'W x 410.00'L x 0.20'H Pondinglmpervious #2 357.50' 451 cf 410.00'W x 11.00'L x 0.50'H Soil Media 2,255 cf Overall x 20.0% Voids #3 357.33' 767 cf 11.00'W x 410.00'L x 0.17'H Drainage Layerlmpervious 2,120 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 294.25' 6.0" Round Culvert L= 7.8' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 294.25'/294.17' S=0.0103'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 357.50' 0.500 in/hr Exfiltration over Surface area above 357.50' Conductivity to Groundwater Elevation = 300.00' Excluded Surface area = 4,510 sf #3 Device 1 358.00' 8" Dome Grate X 6.00 Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 Disch. (cfs) 0.000 0.800 0.220 0.390 0.450 0.500 0.540 0.580 0.610 0.680 0.700 0.740 0.780 0.800 0.840 0.860 0.890 0.920 0.950 0.980 1.000 Primary OutFlow Max=2.17 cfs @ 11.97 hrs HW=358.02' TW=313.86' (Dynamic Tailwater) 't--1 =Culvert (Passes 2.17 cfs of 4.96 cfs potential flow) �2=Exfiltration ( Controls 0.00 cfs) 3=8" Dome Grate (Custom Controls 2.17 cfs) Summary for Pond 9P: DMH2 Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.32" for 100year event Inflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Outflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 293.70'@ 12.06 hrs Flood Elev= 298.00' Device Routina Invert Outlet Devices #1 Primary 292.78' 12.0" Round Culvert L= 146.5' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 292.78'/ 292.04' S= 0.0051 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.82 cfs @ 12.05 hrs HW=293.69' TW=292.83' (Dynamic Tailwater) 't--1 =Culvert (Outlet Controls 1.82 cfs @ 3.16 fps) Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Page 10 Summary for Pond 10P: DMI -13 Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.32" for 100year event Inflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Outflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 292.83'@ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 291.94' 12.0" Round Culvert L= 45.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 291.94'/290.92' S=0.0227'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.86 cfs @ 12.05 hrs HW=292.83' TW=291.03' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.86 cfs @ 2.53 fps) Summary for Pond 11 P: DCB2 Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.32" for 100year event Inflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Outflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 291.03'@ 12.05 hrs Flood Elev= 294.10' Device Routing Invert Outlet Devices #1 Primary 290.28' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 290.28'/289.84' S=0.0220'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.86 cfs @ 12.05 hrs HW=291.03' TW=0.00' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.86 cfs @ 2.95 fps) Summary for Pond 12P: Stormwater Planters Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.84" for 100year event Inflow = 3.83 cfs @ 11.96 hrs, Volume= 0.167 of Outflow = 4.55 cfs @ 12.00 hrs, Volume= 0.163 af, Atten= 0%, Lag= 2.3 min Primary = 4.55 cfs @ 12.00 hrs, Volume= 0.163 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 330.67'@ 12.00 hrs Surf.Area= 525 sf Storage= 421 cf Flood Elev= 301.00' Surf.Area= 525 sf Storage= 421 cf Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 11 Plug -Flow detention time= 19.1 min calculated for 0.162 of (97% of inflow) Center -of -Mass det. time= 9.8 min ( 772.3 - 762.5 ) Volume Invert Avail.Storage Storage Description #1 300.50' 263 cf 3.00'W x 175.00'L x 0.50'H 6" Pondinglmpervious #2 299.00' 158 cf 3.00'W x 175.00'L x 1.50'H Soil Media n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf 788 cf Overall x 20.0% Voids #3 298.00' 1 cf 6.0" Round Pipe Storagex 5 -Impervious Conductivity to Groundwater Elevation = 220.00' L= 1.5' 421 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 293.00' 6.0" Round Culvert L= 6.9' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 293.00'/292.97' S=0.0043'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 299.00' 0.250 in/hr Exfiltration Thru Media over Surface area above 299.00' Conductivity to Groundwater Elevation = 220.00' Excluded Surface area = 525 sf #3 Device 1 300.50' 8" Nyloplast Dome X 5.00 Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 Disch. (cfs) 0.000 0.080 0.220 0.390 0.450 0.450 0.500 0.580 0.630 0.670 0.700 0.740 0.760 0.800 0.840 0.860 0.890 0.920 0.950 0.980 1.000 Primary OutFlow Max=4.45 cfs @ 12.00 hrs HW=329.44' TW=293.82' (Dynamic Tailwater) 't--1 =Culvert (Inlet Controls 4.45 cfs @ 22.69 fps) �2=Exfiltration Thru Media ( Controls 0.00 cfs) 3=8" Nyloplast Dome (Passes 4.45 cfs of 5.00 cfs potential flow) Summary for Pond 13P: DCB1 Device Routina Invert Outlet Devices #1 Primary 290.90' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 290.90'/290.38' S=0.0260'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=0.00' TW=290.28' (Dynamic Tailwater) 't--1 =Culvert ( Controls 0.00 cfs) Summary for Pond 35P: UNDERGROUND DETENTION Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.75" for 100year event Inflow = 4.55 cfs @ 12.00 hrs, Volume= 0.163 of Outflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 af, Atten= 59%, Lag= 3.3 min Primary = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 12 Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 294.04'@ 12.09 hrs Surf.Area= 1,711 sf Storage= 2,210 cf Flood Elev= 296.00' Surf.Area= 1,711 sf Storage= 4,064 cf Plug -Flow detention time= 72.6 min calculated for 0.144 of (88% of inflow) Center -of -Mass det. time= 33.9 min ( 806.2 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 292.98' 2,278 cf Contech ChamberMaxx 2016x 48 Inside #2 Inside= 49.6"W x 25.2"H => 6.63 sf x 7.12'L = 47.2 cf Outside= 49.6"W x 30.0"H => 6.92 sf x 7.121 = 49.3 cf Row Length Adjustment= +0.32'x 6.63 sf x 6 rows #2 292.00' 1,787 cf 29.00'W x 59.00'L x 4.00'H Stone Bed 6,844 cf Overall - 2,377 cf Embedded = 4,467 cf x 40.0% Voids 4,064 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 292.98' 6.0" Round Culvert X 4.00 L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 292.98'/292.98' S=0.0000'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.71 cfs @ 12.05 hrs HW=294.02' TW=293.69' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.71 cfs @ 2.18 fps) Summary for Link 6L: Hamilton Street DMH4 Inflow Area = 0.836 ac, 65.81% Impervious, Inflow Depth > 3.14" for 100year event Inflow = 3.34 cfs @ 12.00 hrs, Volume= 0.219 of Primary = 3.34 cfs @ 12.00 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link 7L: Broadway Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth > 5.48" for 100year event Inflow = 0.21 cfs @ 11.96 hrs, Volume= 0.011 of Primary = 0.21 cfs @ 11.96 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 8P 12P A C2 Green Roof Stormwater Planters UNDERGROUND DETENTION Subcat Reach on Link Proposed Green Roof Prepared by {enter your company name here} HydroCAD® 10.00-22 s/n 05594 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.000 0 TOTAL AREA Proposed HydroCAD Printed 2/15/2022 Paae 14 Proposed HydroCAD Proposed Green Roof Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 15 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 8P 294.25 294.17 7.8 0.0103 0.013 6.0 0.0 0.0 2 12P 293.00 292.97 6.9 0.0043 0.013 6.0 0.0 0.0 3 35P 292.98 292.98 13.0 0.0000 0.013 6.0 0.0 0.0 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Paae 16 Summary for Pond 8P: C2 Green Roof Inflow Area = 0.314 ac, 54.30% Impervious, Inflow Depth > 3.82" for 100year event Inflow = 2.16 cfs @ 11.97 hrs, Volume= 0.100 of Outflow = 2.37 cfs @ 11.97 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.1 min Primary = 2.37 cfs @ 11.97 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 358.02'@ 11.95 hrs Surf.Area= 4,510 sf Storage= 1,323 cf Flood Elev= 358.20' Surf.Area= 4,510 sf Storage= 2,120 cf Plug -Flow detention time= 102.3 min calculated for 0.072 of (72% of inflow) Center -of -Mass det. time= 39.3 min ( 808.9 - 769.5 ) Volume Invert Avail.Storage Storage Description #1 358.00' 902 cf 11.00'W x 410.00'L x 0.20'H Pondinglmpervious #2 357.50' 451 cf 410.00'W x 11.00'L x 0.50'H Soil Media 2,255 cf Overall x 20.0% Voids #3 357.33' 767 cf 11.00'W x 410.00'L x 0.17'H Drainage Layerlmpervious 2,120 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 294.25' 6.0" Round Culvert L= 7.8' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 294.25'/294.17' S=0.0103'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 357.50' 0.500 in/hr Exfiltration over Surface area above 357.50' Conductivity to Groundwater Elevation = 300.00' Excluded Surface area = 4,510 sf #3 Device 1 358.00' 8" Dome Grate X 6.00 Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 Disch. (cfs) 0.000 0.800 0.220 0.390 0.450 0.500 0.540 0.580 0.610 0.680 0.700 0.740 0.780 0.800 0.840 0.860 0.890 0.920 0.950 0.980 1.000 Primary OutFlow Max=2.17 cfs @ 11.97 hrs HW=358.02' TW=313.86' (Dynamic Tailwater) 't--1 =Culvert (Passes 2.17 cfs of 4.96 cfs potential flow) �__3=8" 2=Exfiltration ( Controls 0.00 cfs) Dome Grate (Custom Controls 2.17 cfs) Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 17 Hydrograph for Pond 8P: C2 Green Roof Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 5.00 0.00 0 357.33 0.00 5.50 0.00 0 357.33 0.00 6.00 0.00 0 357.33 0.00 6.50 0.00 3 357.33 0.00 7.00 0.00 9 357.33 0.00 7.50 0.01 18 357.33 0.00 8.00 0.01 31 357.34 0.00 8.50 0.01 49 357.34 0.00 9.00 0.02 76 357.35 0.00 9.50 0.02 111 357.35 0.00 10.00 0.03 155 357.36 0.00 10.50 0.04 219 357.38 0.00 11.00 0.07 316 357.40 0.00 11.50 0.13 483 357.44 0.00 12.00 2.04 1,313 358.02 2.03 12.50 0.18 1,227 358.00 0.19 13.00 0.11 1,223 358.00 0.11 13.50 0.09 1,222 358.00 0.09 14.00 0.07 1,221 358.00 0.07 14.50 0.06 1,221 358.00 0.06 15.00 0.05 1,220 358.00 0.05 15.50 0.05 1,220 358.00 0.05 16.00 0.04 1,220 358.00 0.04 16.50 0.04 1,220 358.00 0.04 17.00 0.04 1,219 358.00 0.04 17.50 0.03 1,219 358.00 0.03 18.00 0.03 1,219 358.00 0.03 18.50 0.03 1,219 358.00 0.03 19.00 0.03 1,219 358.00 0.03 19.50 0.03 1,219 358.00 0.03 20.00 0.02 1,219 358.00 0.02 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 18 Elevation Primary (feet) (cfs) 357.33 0.00 357.34 0.00 357.35 0.00 357.36 0.00 357.37 0.00 357.38 0.00 357.39 0.00 357.40 0.00 357.41 0.00 357.42 0.00 357.43 0.00 357.44 0.00 357.45 0.00 357.46 0.00 357.47 0.00 357.48 0.00 357.49 0.00 357.50 0.00 357.51 0.00 357.52 0.00 357.53 0.00 357.54 0.00 357.55 0.00 357.56 0.00 357.57 0.00 357.58 0.00 357.59 0.00 357.60 0.00 357.61 0.00 357.62 0.00 357.63 0.00 357.64 0.00 357.65 0.00 357.66 0.00 357.67 0.00 357.68 0.00 357.69 0.00 357.70 0.00 357.71 0.00 357.72 0.00 357.73 0.00 357.74 0.00 357.75 0.00 357.76 0.00 357.77 0.00 357.78 0.00 357.79 0.00 357.80 0.00 357.81 0.00 357.82 0.00 357.83 0.00 Stage -Discharge for Pond 8P: C2 Green Roof Elevation Primary (feet) (cfs) 357.84 0.00 357.85 0.00 357.86 0.00 357.87 0.00 357.88 0.00 357.89 0.00 357.90 0.00 357.91 0.00 357.92 0.00 357.93 0.00 357.94 0.00 357.95 0.00 357.96 0.00 357.97 0.00 357.98 0.00 357.99 0.00 358.00 0.00 358.01 0.96 358.02 1.92 358.03 2.88 358.04 3.84 358.05 4.80 358.06 4.10 358.07 3.41 358.08 2.71 358.09 2.02 358.10 1.32 358.11 1.52 358.12 1.73 358.13 1.93 358.14 2.14 358.15 2.34 358.16 2.41 358.17 2.48 358.18 2.56 358.19 2.63 358.20 2.70 358.21 2.76 358.22 2.82 358.23 2.88 358.24 2.94 358.25 3.00 358.26 3.05 358.27 3.10 358.28 3.14 358.29 3.19 358.30 3.24 358.31 3.29 358.32 3.34 358.33 3.38 358.34 3.43 Elevation Primary (feet) (cfs) 358.35 3.48 358.36 3.52 358.37 3.55 358.38 3.59 358.39 3.62 358.40 3.66 358.41 3.74 358.42 3.83 358.43 3.91 358.44 4.00 358.45 4.08 358.46 4.10 358.47 4.13 358.48 4.15 358.49 4.18 358.50 4.20 358.51 4.25 358.52 4.30 358.53 4.34 358.54 4.39 358.55 4.44 358.56 4.49 358.57 4.54 358.58 4.58 358.59 4.63 358.60 4.68 358.61 4.70 358.62 4.73 358.63 4.75 358.64 4.78 358.65 4.80 358.66 4.85 358.67 4.90 358.68 4.94 358.69 4.99 358.70 5.04 358.71 5.06 358.72 5.09 358.73 5.11 358.74 5.14 358.75 5.16 358.76 5.20 358.77 5.23 358.78 5.27 358.79 5.30 358.80 5.34 358.81 5.38 358.82 5.41 358.83 5.45 358.84 5.48 358.85 5.52 Elevation Primary (feet) (cfs) 358.86 5.56 358.87 5.59 358.88 5.63 358.89 5.66 358.90 5.70 358.91 5.74 358.92 5.77 358.93 5.81 358.94 5.84 358.95 5.88 358.96 5.90 358.97 5.93 358.98 5.95 358.99 5.98 359.00 5.99 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HydroCAD Software Solutions LLC Page 19 Summary for Pond 12P: Stormwater Planters Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.84" for 100year event Inflow = 3.83 cfs @ 11.96 hrs, Volume= 0.167 of Outflow = 4.55 cfs @ 12.00 hrs, Volume= 0.163 af, Atten= 0%, Lag= 2.3 min Primary = 4.55 cfs @ 12.00 hrs, Volume= 0.163 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 330.67'@ 12.00 hrs Surf.Area= 525 sf Storage= 421 cf Flood Elev= 301.00' Surf.Area= 525 sf Storage= 421 cf Plug -Flow detention time= 19.1 min calculated for 0.162 of (97% of inflow Center -of -Mass det. time= 9.8 min ( 772.3 - 762.5 ) Volume Invert Avail.Storage Storage Description #1 300.50' 263 cf 3.00'W x 175.00'L x 0.50'H 6" Pondinglmpervious #2 299.00' 158 cf 3.00'W x 175.00'L x 1.50'H Soil Media n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 788 cf Overall x 20.0% Voids #3 298.00' 1 cf 6.0" Round Pipe Storagex 5 -Impervious Excluded Surface area = 525 sf L= 1.5' Device Routing 421 cf Total Available Storage Invert Outlet Devices #1 Primary 293.00' 6.0" Round Culvert L= 6.9' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 293.00'/292.97' S=0.0043'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf #2 Device 1 299.00' 0.250 in/hr Exfiltration Thru Media over Surface area above 299.00' Conductivity to Groundwater Elevation = 220.00' Excluded Surface area = 525 sf #3 Device 1 300.50' 8" Nyloplast Dome X 5.00 Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 Disch. (cfs) 0.000 0.080 0.220 0.390 0.450 0.450 0.500 0.580 0.630 0.670 0.700 0.740 0.760 0.800 0.840 0.860 0.890 0.920 0.950 0.980 1.000 Primary OutFlow Max=4.45 cfs @ 12.00 hrs HW=329.44' TW=293.82' (Dynamic Tailwater) 't--1 =Culvert (Inlet Controls 4.45 cfs @ 22.69 fps) �2=Exfiltration Thru Media ( Controls 0.00 cfs) 3=8" Nyloplast Dome (Passes 4.45 cfs of 5.00 cfs potential flow) Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 20 Hydrograph for Pond 12P: Stormwater Planters Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 5.00 0.02 2 299.00 0.00 5.50 0.02 35 299.32 0.00 6.00 0.02 72 299.67 0.00 6.50 0.02 111 300.04 0.00 7.00 0.02 153 300.45 0.00 7.50 0.03 161 300.50 0.03 8.00 0.03 161 300.50 0.03 8.50 0.03 161 300.50 0.03 9.00 0.04 162 300.50 0.04 9.50 0.04 162 300.51 0.04 10.00 0.05 162 300.51 0.05 10.50 0.06 163 300.51 0.06 11.00 0.09 165 300.51 0.09 11.50 0.16 169 300.52 0.15 12.00 3.14 421 330.65 4.54 12.50 0.32 181 300.54 0.33 13.00 0.20 172 300.53 0.20 13.50 0.15 169 300.52 0.15 14.00 0.12 167 300.51 0.12 14.50 0.10 166 300.51 0.10 15.00 0.09 165 300.51 0.09 15.50 0.08 164 300.51 0.08 16.00 0.07 164 300.51 0.07 16.50 0.07 163 300.51 0.07 17.00 0.06 163 300.51 0.06 17.50 0.06 163 300.51 0.06 18.00 0.06 163 300.51 0.06 18.50 0.05 162 300.51 0.05 19.00 0.05 162 300.51 0.05 19.50 0.04 162 300.51 0.04 20.00 0.04 162 300.51 0.04 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 21 Elevation Primary (feet) (cfs) 298.00 0.00 298.35 0.00 298.70 0.00 299.05 0.00 299.40 0.00 299.75 0.00 300.10 0.00 300.45 0.00 300.80 2.05 301.15 2.10 301.50 2.14 301.85 2.19 302.20 2.23 302.55 2.28 302.90 2.32 303.25 2.36 303.60 2.40 303.95 2.44 304.30 2.48 304.65 2.52 305.00 2.56 305.35 2.60 305.70 2.63 306.05 2.67 306.40 2.71 306.75 2.74 307.10 2.78 307.45 2.81 307.80 2.85 308.15 2.88 308.50 2.91 308.85 2.95 309.20 2.98 309.55 3.01 309.90 3.05 310.25 3.08 310.60 3.11 310.95 3.14 311.30 3.17 311.65 3.20 312.00 3.23 312.35 3.26 312.70 3.29 313.05 3.32 313.40 3.35 313.75 3.38 314.10 3.41 314.45 3.44 314.80 3.46 315.15 3.49 315.50 3.52 Stage -Discharge for Pond 12P: Stormwater Planters Elevation Primary (feet) (cfs) 315.85 3.55 316.20 3.58 316.55 3.60 316.90 3.63 317.25 3.66 317.60 3.68 317.95 3.71 318.30 3.74 318.65 3.76 319.00 3.79 319.35 3.81 319.70 3.84 320.05 3.86 320.40 3.89 320.75 3.91 321.10 3.94 321.45 3.96 321.80 3.99 322.15 4.01 322.50 4.04 322.85 4.06 323.20 4.08 323.55 4.11 323.90 4.13 324.25 4.16 324.60 4.18 324.95 4.20 325.30 4.23 325.65 4.25 326.00 4.27 326.35 4.29 326.70 4.32 327.05 4.34 327.40 4.36 327.75 4.38 328.10 4.41 328.45 4.43 328.80 4.45 329.15 4.47 329.50 4.49 329.85 4.52 330.20 4.54 330.55 4.56 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 22 Summary for Pond 35P: UNDERGROUND DETENTION Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.75" for 100year event Inflow = 4.55 cfs @ 12.00 hrs, Volume= 0.163 of Outflow = 1.87 cfs @ 12.05 hrs, Volume= 0.144 af, Atten= 59%, Lag= 3.3 min Primary = 1.87 cfs @ 12.05 hrs, Volume= 0.144 of Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 294.04'@ 12.09 hrs Surf.Area= 1,711 sf Storage= 2,210 cf Flood Elev= 296.00' Surf.Area= 1,711 sf Storage= 4,064 cf Plug -Flow detention time= 72.6 min calculated for 0.144 of (88% of inflow) Center -of -Mass det. time= 33.9 min ( 806.2 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 292.98' 2,278 cf Contech ChamberMaxx 2016x 48 Inside #2 Inside= 49.6"W x 25.2"H => 6.63 sf x 7.12'L = 47.2 cf Outside= 49.6"W x 30.0"H => 6.92 sf x 7.121 = 49.3 cf Row Length Adjustment= +0.32'x 6.63 sf x 6 rows #2 292.00' 1,787 cf 29.00'W x 59.00'L x 4.00'H Stone Bed 6,844 cf Overall - 2,377 cf Embedded = 4,467 cf x 40.0% Voids 4,064 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 292.98' 6.0" Round Culvert X 4.00 L= 13.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 292.98'/292.98' S=0.0000'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf Primary OutFlow Max=1.71 cfs @ 12.05 hrs HW=294.02' TW=293.69' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.71 cfs @ 2.18 fps) Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 23 Hydrograph for Pond 35P: UNDERGROUND DETENTION Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 5.00 0.00 0 292.00 0.00 5.50 0.00 0 292.00 0.00 6.00 0.00 0 292.00 0.00 6.50 0.00 0 292.00 0.00 7.00 0.00 0 292.00 0.00 7.50 0.03 37 292.05 0.00 8.00 0.03 85 292.12 0.00 8.50 0.03 138 292.20 0.00 9.00 0.04 203 292.30 0.00 9.50 0.04 276 292.40 0.00 10.00 0.05 355 292.52 0.00 10.50 0.06 457 292.67 0.00 11.00 0.09 594 292.87 0.00 11.50 0.15 795 293.06 0.02 12.00 4.54 1,920 293.83 1.73 12.50 0.33 1,308 293.41 0.68 13.00 0.20 1,017 293.21 0.25 13.50 0.15 962 293.17 0.17 14.00 0.12 931 293.15 0.13 14.50 0.10 911 293.14 0.11 15.00 0.09 900 293.13 0.10 15.50 0.08 889 293.12 0.09 16.00 0.07 877 293.12 0.08 16.50 0.07 868 293.11 0.07 17.00 0.06 862 293.11 0.07 17.50 0.06 858 293.10 0.06 18.00 0.06 853 293.10 0.06 18.50 0.05 848 293.10 0.06 19.00 0.05 842 293.09 0.05 19.50 0.04 837 293.09 0.05 20.00 0.04 832 293.09 0.04 Proposed HydroCAD Proposed Green Roof Type 1124 -hr 100year Rainfall=6.24" Prepared by {enter your company name here} Printed 2/15/2022 HydroCAD® 10.00-22 s/n 05594 @2018 HvdroCAD Software Solutions LLC Paae 24 Stage -Discharge for Pond 35P: UNDERGROUND DETENTION Elevation Primary (feet) (cfs) 292.00 0.00 292.02 0.00 292.04 0.00 292.06 0.00 292.08 0.00 292.10 0.00 292.12 0.00 292.14 0.00 292.16 0.00 292.18 0.00 292.20 0.00 292.22 0.00 292.24 0.00 292.26 0.00 292.28 0.00 292.30 0.00 292.32 0.00 292.34 0.00 292.36 0.00 292.38 0.00 292.40 0.00 292.42 0.00 292.44 0.00 292.46 0.00 292.48 0.00 292.50 0.00 292.52 0.00 292.54 0.00 292.56 0.00 292.58 0.00 292.60 0.00 292.62 0.00 292.64 0.00 292.66 0.00 292.68 0.00 292.70 0.00 292.72 0.00 292.74 0.00 292.76 0.00 292.78 0.00 292.80 0.00 292.82 0.00 292.84 0.00 292.86 0.00 292.88 0.00 292.90 0.00 292.92 0.00 292.94 0.00 292.96 0.00 292.98 0.00 293.00 0.00 Elevation Primary (feet) (cfs) 293.02 0.00 293.04 0.01 293.06 0.02 293.08 0.04 293.10 0.06 293.12 0.09 293.14 0.11 293.16 0.15 293.18 0.19 293.20 0.23 293.22 0.28 293.24 0.32 293.26 0.38 293.28 0.43 293.30 0.49 293.32 0.55 293.34 0.62 293.36 0.68 293.38 0.75 293.40 0.81 293.42 0.88 293.44 0.95 293.46 1.02 293.48 1.09 293.50 1.16 293.52 1.22 293.54 1.29 293.56 1.35 293.58 1.40 293.60 1.45 293.62 1.49 293.64 1.52 293.66 1.56 293.68 1.65 293.70 1.73 293.72 1.80 293.74 1.88 293.76 1.95 293.78 2.02 293.80 2.08 293.82 2.15 293.84 2.21 293.86 2.27 293.88 2.33 293.90 2.39 293.92 2.44 293.94 2.50 293.96 2.55 293.98 2.59 294.00 2.62 294.02 2.65 Elevation Primary (feet) (cfs) 294.04 2.69 294.06 2.72 294.08 2.75 294.10 2.78 294.12 2.82 294.14 2.85 294.16 2.88 294.18 2.91 294.20 2.94 294.22 2.97 294.24 3.00 294.26 3.03 294.28 3.06 294.30 3.09 294.32 3.12 294.34 3.15 294.36 3.17 294.38 3.20 294.40 3.23 294.42 3.26 294.44 3.28 294.46 3.31 294.48 3.34 294.50 3.36 294.52 3.39 294.54 3.42 294.56 3.44 294.58 3.47 294.60 3.49 294.62 3.52 294.64 3.55 294.66 3.57 294.68 3.60 294.70 3.62 294.72 3.64 294.74 3.67 294.76 3.69 294.78 3.72 294.80 3.74 294.82 3.76 294.84 3.79 294.86 3.81 294.88 3.83 294.90 3.86 294.92 3.88 294.94 3.90 294.96 3.93 294.98 3.95 295.00 3.97 295.02 3.99 295.04 4.02 Elevation Primary (feet) (cfs) 295.06 4.04 295.08 4.06 295.10 4.08 295.12 4.10 295.14 4.13 295.16 4.15 295.18 4.17 295.20 4.19 295.22 4.21 295.24 4.23 295.26 4.25 295.28 4.27 295.30 4.30 295.32 4.32 295.34 4.34 295.36 4.36 295.38 4.38 295.40 4.40 295.42 4.42 295.44 4.44 295.46 4.46 295.48 4.48 295.50 4.50 295.52 4.52 295.54 4.54 295.56 4.56 295.58 4.58 295.60 4.60 295.62 4.62 295.64 4.63 295.66 4.65 295.68 4.67 295.70 4.69 295.72 4.71 295.74 4.73 295.76 4.75 295.78 4.77 295.80 4.79 295.82 4.80 295.84 4.82 295.86 4.84 295.88 4.86 295.90 4.88 295.92 4.90 295.94 4.91 295.96 4.93 295.98 4.95 296.00 4.97 Appendix J Stormwater Design Calculations Stormwater Pollution Prevention Plan TOTAL WATER QUALITY VOLUME CALCULATION For ALL DEVELOPMENT PROJECTS in Non -Impaired Watersheds GENERAL PROJECT INFORMATION Project: Address: County: 269 Broadway Saratoga SITE CHARACTERISTICS Project Type: 90% Rain (P): Total Project Area (DA): Existing Impervious Area: Total Project Impervious Area (1) Difference in Impervious Area: Percent Increase/Reduction: Proprietary Devices? Is a Proprietary Practice being used? Existing Impervious to practice? % Existing Impervious to practice? BASE WATER QUALITY VOLUME Re -Development Areas Date: 2/15/2022 By: JAlex Wilson IRedevelonment with INCREASED Impervious I 1.10 inches 18,961 sf (from above) 37,444.00 sf 0.860 ac 18,961.00 sf 0.435 ac 31,242.00 sf 0.717 ac 12,281.00 sf 0.282 ac 64.77% Increased Impervious (Redev +) No(Can only be used on existing impervious) Isf 0.000 ac 0.00% Redevelopment Impervious Area: 18,961 sf (from above) Total Redevelopment Area: 18,961 sf Percent Existing Impervious (i): 100.00% New Development Areas 1 Proposed New Impervious Area: 12,281 sf Total New Development Area: 18,483 sf Percent New Impervious (i): 66.44% Calculation of Runoff Coef. (Rv) = 0.05 + [(0.009)*(i)] _ Re -Development Runoff Coef. (Rv) = 0.950 New Development Runoff Coef. (Rv) = 0.648 WQv = [ (P) * (A) * (Rv) ] / 12 = 3 1 Existing Impervious WQv = 413 cf 0.009 ac ft New Impervious WQv = 1,098 cf 0.025 cc -ft Adjusted Min Required WQv = 1,511 cf 0.035 ac -ft BREAKDOWN OF SUBCATCHMENTS !' l ... htin h.1— xcn — -,ti- lc hoina nmrl fnr tro�tomont of rorlovolnnmont n nnff For redevelopment projects total equals 25% of calculated WQv for SMPs or 75% for proprietary devices Catchment Name Total Area (sf) Total Prop. Imperv. Area (sf) Exist. Imp. Area (sf) Min WQv Required WQv Going to Practice Development Type Treatment Practice 1 13,670 13,670 12,032 405 1,190 Red ev+ 2 5,185 5,185 5,185 113 452 Redev= 3 1 1,036 1,036 1,036 23 90 Redev = 4 17,553 11,351 708 971 Red ev+ 0 NEW 0 NEW 0 NEW 0 NEW 0 NEW 0 NEW 0 NEW 0 NEW Updated 4/19/18 BASE WQv CALCULATION TOTAL WATER QUALITY VOLUME CALCULATION For ALL DEVELOPMENT PROJECTS in Non -Impaired Watersheds ... W qv calculated (left) may not match the "Adjusted Min Required Total 37,444 31,242 18,961 1,511 1,732 d -to thewythe Rv i,calculated. The,,ujectsh—ld meetthe WQv Requirements calculated above. Updated 4/19/18 BASE WQv CALCULATION MINIMUM RRv CALCULATION For All Development Projects in Non -Impaired Watersheds GENERAL PROJECT INFORMATION Project: 269 Broadway Date: 2/15/2022 Address: By: Alex Wilson County: Saratoga SOIL DATA FOR PROJECT SITE Catchment Name Area by Hydrologic Soil Group (HSG) Total (sD A (sD B (sf) C (sf) D (sD 1 13,670 13,670.00 OK 2 5,185 5,185.00 OK 3 1,036 1,036.00 OK 4 17,553.00 17,553.00 OK 5 0.00 0.00 OK 6 0.00 0.00 OK 7 0.00 0.00 OK 8 0.00 0.00 OK 9 0.00 0.00 OK 10 0.00 0.00 OK 11 0.00 0.00 OK 10 0.00 OK Total 19,891.00 17,553.00 0.00 0.00 37,444.00 OK S 0.55 0.40 0.30 0.20 0.48 Adjusted S Adjusted Total (sf) 10,940.05 7,021.20 0.00 0.00 17,961.25 Percentage 60.91%1 39.09% 0.00% 0.00%1 1 MINIMUM RRv CALCULATION 90% Rain (P): 1.10 inches Proposed Increased Impervious Area: 12,281.00 sf Rv (100% 1) = 0.05 + 0.009(1) = 0.95 HSG Specific Reduction Factor = 0.48 Min. RRv = [ (P) * (Rv) * (Ai) * (S) ] / 12 = 513 cf 0.012 ac -ft MIN. RRv CALCULATION GENERAL PROJECT INFORMATION Project: Address: County: 269 Broadway Saratoga SWPPP SUMMARY Date: 7/8/2021 By: R.CARROLL Min. Runoff Treatment Volume (WQv) for Project: 1,511 cf 0.035 ac ft Min. Volume of WQv to be met by Runoff Red.(RRv): 513 cf 0.012 ac SUMMARY OF SMPs GREEN INFRASTRUCTURE AREA REDUCTION TECHNIQUES DEC Ref. Area Reduction Technique No. Contrib. Contrib. Imperv. Area Area Revised Min. RRv Revised WQv sf sf cf cf Conservation of Natural Areas RR -1 Treated WQv sf 1 Sheetflow to Riparian Buffers/Filter Strips RR -2 Vegetated Swale Tree Planting/Tree Box RR -3 100 300 Disconnection of Rooftop Runoff RR -4 1-2 Total Area Reduction 100 300 Revised Areas 1 0.00 0.001 Revised WQv & Minimum RRv I I I N/A 1,511 GREEN INFRASTRUCTURE RUNOFF REDUCTION TECHNIQUES DEC Ref. No. Contrib. Area Contrib. Imperv. Area Volume Reduction Technique DEC Ref. No. Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf Vegetated Swale RR -5 Infiltration Basins 1-2 Rain Garden (2) RR -6 Dry Well 1-3 Stormwater Planter RR -7 5,185 5,185 0.00 474.08 Rain Barrel/Cistern RR -8 Bioretention & Infiltration Bioretention (Total) F-5 Porous Pavement RR -9 Dry Swale 13,706 1,190.43 Green Roof RR -10 13,670 Totals 18,855 18,8911 1,190 1 474 STANDARD SMPs W/ RRv CAPACITY Volume Reduction Technique DEC Ref. No. Contrib. Area Contrib. Imperv. Area RRv Provided Treated WQv sf sf cf cf Infiltration Trench 1-1 Infiltration Basins 1-2 Dry Well 1-3 Underground Infiltration System 1-5 0 Bioretention & Infiltration Bioretention (Total) F-5 Dry Swale 0-2 Totals 1 01 0 01 0 SUMMARY PAGE 4 OF 2 SWPPP SUMMARY PROPRIETARY TREATMENT STANDARD SMPs Type Standard Management Practice Contrib. DEC Ref. Area No. sf Contrib. Imperv. Area sf RRv Provided Treated WQv Cf Cf Micropool Extended Detention P-1 Wet Pond P-2 Wet Extended Detention P-3 Multiple Pond System P-4 Pocket Pond P-5 Surface Sand Filter F-1 Underground Sand Filter F-2 Perimeter Sand Filter F-3 Organic Filter F-4 Shallow Wetland W-1 Extended Detention Wetland W-2 Pond/Wetland System W-3 Pocket Wetland W-4 Wet Swale 0-2 Totals PROPRIETARY TREATMENT SYSTEMS Type DEC Ref. No. Contrib. Contrib. Imperv. RRv Treated Area Area Provided WQv sf sf Cf Cf Contech HDS 0.027 0.011 Total WQv Provided Including Runoff Reduced (ac -ft) SUMMARY Runoff Reduced (RRv) Runoff Treated (WQv) Cf ac -ft Cf ac -ft Required WQv after Area Reduction Practices: N/A 0.035 Total Provided by Treatment Practices 0.027 0.011 Total WQv Provided Including Runoff Reduced (ac -ft) 0.038 OK- Minimum WQv Provided SUMMARY PAGE 5 OF 2 GENERAL PROJECT INFORMATION Project: Address: County: 269 Broadway Saratoga h1to] N►TiAa%lra:a9Will ►rra:1*1tKulwelI[•]►1 DRAINAGE AREA TO BE TREATED BY PRACTICE Date: 2/15/2022 By: Alex Wilson Catchment Name Total Area (sf) Imperv. Area (sf) Impery Rv WQv Going to Practice (c f) Min. Required WQv(cf) Treatment Practice 2 5,185 5,185 100% 0.950 452 113 Redev = 3 1,036 1,036 100%1 0.950 23 23 Redev = pii1 6,2211 6,2211 474 135 SOIL INFORMATION Soil Group: Infiltration Rate: MINIMUM REQUIRED FILTER AREA A 0 in/hour Okay Water Quality Volume (WQv): 474 cf Depth of Soil Media (Ds): 1.5 ft Hydraulic Conductivity (k): 4.0 ft/day Depth of Drainage Layer (Dd) 1.0 ft Flow Through Design No Average Height of Ponding Water (Dp): 0.5 Ift 6inches max. Filter Time (tf): 0.17 days Required Filter Area (Af): 523 sf For WQv ACTUAL AREA PROVIDED Building Near Dumpsters Building Side Building Front Terrace Filter Area: Volume Provided: WQv & RRv CAPACITY RRv Applied: cf 0.000 ac ft WQv Applied 474.08 0.011 ac -ft 75.00 sf 170.00 sf 282.00 sf 527.00 sf 477.81 cf Not Designed as flow through planter, no RRv provided. STORMWATER PLANTER GREEN ROOF GENERAL PROJECT INFORMATION Project: Address: County: 269 Broadway Saratoga DRAINAGE AREA TO BE TREATED BY PRACTICE Date: 2/15/2022 By: JAlex Wilson Catchment Name Total Area (Sf) Imperv. Area (sf) Impery Rv WQv Going to Practice (cf) Min. Required WQv(cf) Treatment Practice 1 13,670 13,706 100% 0.952 1,190 405 Redev + Total 13,670 13,706 1,190 405 SOIL INFORMATION Agr Dsm Ddl Psm Pdl Vsm Vdl Green Roof Area Depth Soil Media Depth Drainage Layer Porosity of Soil Media Porosity of Drainage Layer Dp Ponding Depth Storage Volume WQv & RRv CAPACITY 4536 I sf 0.5 ft 0.17 ft 0.2 0.25 454 cf 192.8 ft 0.2 ft 1,553.6 ft/day RRv Applied: 1,190.43 cf 0.027 ac ft 100% of WQv GREEN ROOF AREA REDUCTION PRACTICES GENERAL PROJECT INFORMATION Project: 269 Broadway Date: 2/15/2022 Address: By: I Alex Wilson County: Saratoga CONSERVATION OF NATURAL AREAS Total Contributing Area: 0 sf 0.000 ac Total Contributing Impervious Area: 0 sf 0.000 ac Total Area to be protected as a Natural Conservation Area I Olsf 0.000 ac RIPARIAN BUFFERS / FILTER STRIPS Total Contributing Area: sf 0.000 ac Total Contributing Impervious Area: sf 0.000 ac TREE PLANTING / TREE PRESERVATION EXISTING PRESERVED TREES No. Exist. Trees Preserved: Contrib. Area to each Preserved Tree: sf Contrib. Impervious Area to Preserved Each Tree: sf PROPOSED TREES No. of Proposed Trees: 3 Contrib. Area to Each Proposed Tree: 100 sf Contrib. Impervious Area to Proposed Tree: 300 sf PROPOSED TREES WITHIN RAISED PLANTER BEDS (WRPB) No. of Proposed Trees within planter bed: Contrib. Area to Each Proposed Tree: sf Contrib. Impervious Area to Proposed Tree: sf Total Contribing Area Reduced by Trees: 100.00 cf 0.002 ac Total Contributing Impervious Area Reduced by Trees: 300.00 cf 0.007 ac AREA REDUCTION PRACTICES Appendix K Erosion and Sediment Control Plans Stormwater Pollution Prevention Plan r LL - _ _�Y -: SECOND FLOOR LANDSCAPING PLAN 269 BROADWAY Engineering and EROSION CONTROL & Land Surveying, P.C. LANDSCAPING PLAN isaa c,e�e��reoaa ai�o�Pan, rvvirzocs O PRIME GROUP HOLDINGS �EC-1250 cusses Meso EwFaxov. CITY OF SARATOGA NEWYORK