SWPPP Report

STORMWATER POLLUTION PREVENTION PLAN FOR THE

764 RIDGE ROAD – VITAL SIGNS BUILDING ADDITION

Vital Signs 764 Ridge Road Webster, NY 14580

September 2026 MRB PROJECT NO. 3356.17000 PREPARED BY MRB Group Engineering, Architecture & Surveying, D.P.C. Culver Road Armory 145 Culver Road, Suite 160, Rochester, New York 14620 Phone: (585) 381-9250

The following is an excerpt from the New York Education Law Article 145 Section 7209 and applies to this document. “It is a violation of this law for any person unless he is acting under the direction of a Licensed Professional Engineer or Land Surveyor to alter an item in any way. If an item bearing the Seal of an Engineer or Land Surveyor is altered, the Altering Engineer or Land Surveyor shall affix to the item his Seal and the Notation ‘Altered By’ followed by his signature and the date of such alteration and a specific description of the alteration”. © 2024 MRB Group. All Rights Reserved.

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

GENERAL REQUIREMENTS REGARDING PERMIT COVERAGE......................... 4 A.

REGULATORY INFORMATION ............................................................................................................. 4

B.

INSPECTION ..................................................................................................................................... 5

C.

SWPPP MODIFICATIONS ................................................................................................................. 6

D.

NOTICE OF TERMINATION ................................................................................................................. 6

E.

RETENTION OF RECORDS ................................................................................................................. 6

II. PROJECT SPECIFIC INFORMATION...................................................................... 7 A.

OVERALL PROJECT DESCRIPTION ..................................................................................................... 7

B.

EXISTING SITE CHARACTERISTICS .................................................................................................... 8

C.

SITE MAP/CONSTRUCTION DRAWINGS .............................................................................................. 9

D.

SOIL DESCRIPTION........................................................................................................................... 9

E.

RECEIVING W ATERS ........................................................................................................................ 9

III. STORMWATER SITE PLANNING AND PRACTICE SELECTION ......................... 10 A.

STEP 1: SITE PLANNING ................................................................................................................. 10

B.

STEP 2: DETERMINE W ATER QUALITY TREATMENT VOLUME ............................................................ 11

C.

STEP 3: RUNOFF REDUCTION BY APPLYING INFRASTRUCTURE ......................................................... 11

D.

STEP 4: APPLY STANDARD STORMWATER PRACTICES TO REMAINING WQV ..................................... 12

E.

STEP 5: APPLY VOLUME AND PEAK RATE CONTROL PRACTICES ...................................................... 12

IV. MAINTENANCE SCHEDULE ................................................................................. 15 V. PROJECT SPECIFIC EROSION AND SEDIMENT CONTROL.............................. 16 A.

CONSTRUCTION/EROSION .............................................................................................................. 16

B.

POLLUTION PREVENTION MEASURES .............................................................................................. 16

C.

ON-SITE STORAGE OF CONSTRUCTION AND W ASTE MATERIALS ...................................................... 17

D.

TEMPORARY/PERMANENT EROSION CONTROL MEASURES .............................................................. 19

E.

LOCATION OF EROSION CONTROL MEASURES ................................................................................. 21 1

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

F.

INSTALLATION DETAILS................................................................................................................... 21

G.

NON-STORMWATER DISCHARGES ................................................................................................... 21

H.

IMPLEMENTATION RESPONSIBILITIES ............................................................................................... 21

I.

DIVERSION OF FLOW ...................................................................................................................... 21

J.

CLIMATE CHANGE .......................................................................................................................... 21

K.

POLLUTION PREVENTION PLAN CERTIFICATIONS ............................................................................. 24

OWNER’S CERTIFICATION....................................................................................................................... 24 CONTRACTOR’S CERTIFICATION ............................................................................................................. 25

LIST OF TABLES Table III.1: EX-1 vs. PR-1 Peak Flows to Swale ..................................................................................... 14 Table III.2: ER vs. PS Peak Flows to Infiltration basin .......................................................................... .15 Table III.3: EX-P vs. EX-P Peak Flows out of Infiltration basin .............................................................. 15

2 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

APPLICANT/OPERATOR NAME AND ADDRESS: Vital Signs 764 Ridge Road Webster, NY 14580 Josh Palmer E-mail: josh@vitalsignsroc.com Office Phone: 585-787-4256 x1003

STORMWATER MANAGEMENT PRACTICE OWNER & STORMWATER MAINTENANCE AGREEMENT: D. Viola Properties LLC 780 Ridge Road Webster, NY 14580 Dan Viola E-mail: danviola@gmail.com Office Phone: (585)-261-3999

3 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

I.

GENERAL REQUIREMENTS REGARDING PERMIT COVERAGE This section covers the General Requirements as stated in the SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-25-001) and any additional regulations requirements from the Town of Webster Code.

A.

REGULATORY INFORMATION This Stormwater Pollution Prevention Plan (SWPPP) is prepared to instruct personnel on mitigation measures to minimize the discharge of pollutants in stormwater runoff and prevent a violation of the water quality standards of the surface waters of the State. The following sections provide information and describe actions to be taken as part of the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activities, Permit No. GP-0-25-001 (effective January 29, 2025). The Owner/Operator and Contractor(s) are responsible for understanding the construction plans, reading this report, reading Permit No. GP-0-25-001 and adhering to all requirements of these documents and their respective responsibilities. Certifications to this effect are included within this SWPPP and shall be signed by the appropriate parties prior to commencement of construction. The Notice of Intent (NOI) for the General Permit for the project is included in the Appendices. This SWPPP and the NOI have been prepared in order to meet the requirements of Permit No. GP-0-25-001. Prior to the commencement of construction activity, the Owner/Operator shall identify the contractor(s) and subcontractor(s) responsible for the installation, repair, inspection and maintenance of the erosion and sediment control practices to be used as outlined in the SWPPP. The Owner/Operator shall have the contractors and subcontractors identify at least one trained individual responsible for the implementation of the SWPPP, and at least one trained individual to be on site on a daily basis while construction activities are being performed. The Owner/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. The Owner/Operator shall maintain a copy of the General Permit (GP-0-25-001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form (if required) and inspection reports at the construction site until all disturbed areas have achieved final stabilization and the 4

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Notice of Termination has been submitted to the Department of Environmental Conservation. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock; that is accessible during normal working hours to an individual performing a compliance inspection. The property owner (Webster Auto Mall LLC FKA D. Viola Properties ) is leasing this property that is consistent with this application to the client (Vital Signs- J and A 764 LLC). The agreement in the lease is that Vital Signs is allowed to do work that is within the property lines. For this SWPPP report the owner of the property is Webster Auto Mall LLC. The stormwater management practices is located on the properties of 764 & 780 Ridge Road. The owner of 780 Ridge Road (D. Viola Properties) is responsible for the maintenance of the facility and a storm water management agreement will be in place via deed for the project. For the purpose of this SWPPP is to address the needs for the Vital Signs project.

B.

INSPECTION The Owner/Operator shall provide a qualified inspector, as defined within GP-0-25-001 Part IV.C., to conduct site inspections of disturbed areas during construction. The qualified inspector shall conduct a site evaluation prior to the commencement of construction and complete an inspection report documenting the erosion control measures depicted on the project plans have been installed per the appropriate details. Areas which appear susceptible to erosion and are not slated for erosion control measures shall be brought to the attention of the Owner/Operator and Contractor. The project’s soil disturbance activities will not exceed 5 acres during the initial mass grading of the site; therefore a 5-acre waiver is not required. Since this project falls under the less than 5acre threshold, the qualified inspector shall conduct one site inspection every seven (7) calendar days as stated under Part IV.C.2.a. of the General Permit. If soil disturbance activities have been temporarily suspended (i.e. 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 after notifying the NYSDEC and the Town for approval as stated under Part IV.C.2.c. of the General Permit. Within one (1) business day of an inspection the qualified inspector shall notify the Owner and appropriate contractor of any corrective actions that need to be taken. The appropriate contractor 5

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

shall begin implementing the corrective actions within one (1) business day of this notification and shall complete the corrective actions in a reasonable time frame. A typical inspection report form is provided within Appendix E. This form shall be fully completed with each inspection.

C.

SWPPP MODIFICATIONS The Owner/Operator and the Contractor(s) shall amend this SWPPP when there is a change in one or more of the following project components which has an effect on the potential for discharge of pollutants from stormwater runoff associated with the construction activities: •

Design

•

Construction

•

Operation

•

Maintenance

The SWPPP shall also be updated or amended by the Owner/Operator or the Contractor(s) if it is found that field conditions render the erosion and sediment control measures to be ineffective in minimizing pollutants from stormwater discharges or to identify any new contractors that will implement or construct any of the stormwater management and/or erosion control and sediment control facilities. The superseded SWPPP should be marked as such and revision dates placed on the updated SWPPP and distributed by the Owner/Operator or the Contractor to the appropriate parties.

D.

NOTICE OF TERMINATION The Owner/Operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall 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 intent of the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT.

E.

RETENTION OF RECORDS The Owner shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance Form (if required) and any inspection reports that were prepared in conjunction with

6 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

this permit for a period of at least five (5) years from the date that the site achieves final stabilization.

II.

PROJECT SPECIFIC INFORMATION This section covers all the background information and scope of the proposed project. Supplemental documents for the project including Site Maps, FEMA Maps, Soil Reports, and Wetland Maps for the existing conditions can be found under the appropriate Appendices.

A.

OVERALL PROJECT DESCRIPTION Vital Signs is proposing to construct a new 15,000 SF building addition located north of the existing building. The current parcel is used for producing interior and exterior signage product that are displayed in the Upstate New York area. The proposed building addition will be used during the production process. Raw materials will be delivered at the new building addition. The finished product will be sent out through the existing building. The scope work also includes matching the impervious surface grade to the proposed building addition grade. The current parcel is located in the Commercial Outdoor Storage District (CO) within the town of Webster. In accordance with the SPDES General Permit GP-0-25-001, Appendix E, Table 2, the Vital Signs project will require post-construction stormwater managements practices as it is a project that will have associated earthwork with a soil disturbance in excess of the 25,000 SF threshold per Town of Webster Codes. Drainage patterns for the existing and proposed conditions will vary slightly. The current site is mostly impervious surface area with asphalt millings, pavement and building roof. The stormwater runoff from existing conditions initially sheet drains from the building & parking area towards an existing swale located in the north part of the property. It then drains to the east property where the infiltration basin collects the stormwater and brings it east to an adjoining property. It will then drain to an existing outlet culverts connecting north to an existing stormwater management pond (infiltration basin) and swale flowing north part of the property. Since this project is a redevelopment on impervious area, per DEC standards (section 9.2.1) the total runoff to be treated is only 25% of proposed surface. The proposed conditions will have a similar flow pattern as existing with the stormwater runoff sheet draining to the north towards the existing infiltration basin. The existing swale will be adjusted to have a required width, as well as having check dams spaced out to 7

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

reduce the runoff. The existing infiltration basin will remain the same since this is not within the property. We feel that the existing infiltration basin meets current standards and storage meets. With the additions of spaced check dams & slight reduction of impervious area will mitigate runoff as it heads towards the existing stormwater management pond. The check dams will be a permanent placement on the site. On September 29th representatives were on site to do perc tests of the existing infiltration basin. The average percolation test was 8.5 minutes. The post-development flow rate is calculated to be slightly reduced, in relation to postdevelopment conditions, due to the placements of check dams located north part of the site. The design of the drainage swale was made to help reduce the runoff slightly and maintain the right amount of freeboard for a 10-year storm event. The area of expected disturbance during construction is approximately 0.53 acres. Per NYSDEC Permit #GP-0-25-001, Appendix B, Table 1 and Table 2, the project is required to provide temporary erosion and sediment controls during construction for all portions of the project. Construction of the new impervious areas will require post-construction stormwater management practices (SMPs) to address water quality and quantity. The project includes Green Infrastructure measures to meet minimum Runoff Reduction Values, (RRv), following the New York State Stormwater Management Design Manual, as this is required by the SPDES General Permit for new construction projects.

B.

EXISTING SITE CHARACTERISTICS The project site is located in between two parcels within the town of Webster. West of an existing parcel, owned by Viola Storage Properties (tax map #079.17-1-13.11, parcel area=4.03 acres) and east of the Chevrolet dealership, owned by Garber Realty LLC (tax map # 079.17-1-7.11, parcel area=13.21 acres). Viola Storage Properties owns the parcel that the Vital Signs project is currently on. The total area of the project site is 4.24 acres. The current parcel is connected to Ridge Road (NYS Route 404). The current site is being used by Vital signs for fabrication for signage products. Several of their products are being stored outside due to the lack of storage that is in the current building. The land within the parcel all slopes down from the driveway entrance towards the existing infiltration basin north part of the site. The existing building sheet drains from the building using 8

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

down spouts and sheet flows through the grass. It will eventually drain to an existing swale which will then drain to an existing infiltration basin northeast of the site. The runoff drains east to the adjacent property to the infiltration basin. It will then drain north to the existing culvert outlet pipe. Both existing culvert outlet pipes are sized at 12”. This project site being discharged into the infiltration basin is to be owned and maintained by the owner (D. Viola Properties LLC). The site is not located or adjacent to an area designated as sensitive for archaeological sites on the NY State Historic Preservation Office (SHPO) archaeological inventory. The site is not located within the 100-year floodplains per FEMA Flood Insurance Rate Map. According to the New York State Department of Environmental Resource Mapper, there are no state regulated wetlands or waterbodies present on site. According to the National Wetland Inventory Mapper, they indicate that there is a fresh wetland indicated north part of the existing site. This wetland was notified on the website due to manmade ditches and swales constructed in the past. The drainage will runoff east towards the existing outlet structures. In addition, the scope of work will not interfere with that area.

C.

SITE MAP/CONSTRUCTION DRAWINGS The construction plans illustrate the proposed improvements, temporary erosion control measures and post-construction stormwater management practices. The construction plans should be reviewed for a full understanding of the scope of the project. A full set of construction plans are attached separately to this report as noted in Appendix G.

D.

SOIL DESCRIPTION The predominant soil types within the project area are as follows per the USDA Natural Resources Conservation Service; 

Alton gravelly loam (AoB),3% to 8% slopes: Hydrologic Soil Group – A



Brockport silty clay load (BrA),0% to 2% slopes smoothed (Ud): Hydrologic Soil Group – D

A copy of the General Soils Map for the project area is included in Appendix B.

9 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

E.

RECEIVING W ATERS There is no additional runoff from adjoining properties that enter this site. The runoff from this site connects to an existing infiltration basin that is located northeast of the site. The drainage flows east and flows to the adjoining property where a infiltration basin is located. Later on, the drainage will flow through two culverts north part of the site and drain to an existing drainage ditch/swale located north of the site between two subdivisions on Lothario Circle & Francesca Way. It will later on be drained to Lake Ontario.

III.

STORMWATER SITE PLANNING AND PRACTICE SELECTION The following addresses the five-step process established within Section 3.6 of the New York State Stormwater Management Design Manual.

A.

STEP 1: SITE PLANNING Initial site planning for the project was conducted using available mapping including the soils map within Appendix B, USGS topographic mapping to identify streams and watersheds, NYSDEC mapping to identify the presence of state regulated wetlands or critical species and NWI mapping to identify the presence of federal wetlands. Following the initial mapping review, a topographic survey of the site was conducted to identify topography, drainage patterns, steep slopes, limits of vegetation and existing utilities. With the mapping in place a site layout was prepared in accordance with the Owner’s needs, while taking into consideration the existing conditions as identified during the mapping phase. The drainage analysis incorporates the existing conditions associated with the developed site and desired outcome, while exceeding the required WQv. The following is an evaluation of the green infrastructure planning measures identified in Table 3.1 of the New York State Stormwater Management Design Manual as they apply to this site. Green Infrastructure Planning Practices; Preservation of Undisturbed Areas – The current site is impervious surface which includes pavement, gravel (asphalt millings), & roof of the existing building. The proposed building addition will be constructed on existing impervious surface. There will be little to no impact on undisturbed areas surrounding the site. Preservation of Buffers – There are no wetland buffers within the project site. Reduction of Clearing and Grading – Clearing and grading is limited to the areas on site to be developed and disturbed during earthwork operations, including the minimum distance necessary to tie proposed grades back into existing. 10

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Locating Development in Less Sensitive Areas – There will be no impervious area installed in environmentally sensitive areas. Open Space Design – Clustering is not applicable to this design. Soil Restoration – All soils will be restored to pre-construction properties where applicable on the project site. Roadway Reduction – The proposed roadway is designed with minimum allowable width per Town of Webster requirements. Sidewalk Reduction – There are no sidewalks being proposed along the building addition. Driveway Reduction – No driveway reduction is being proposed. Cul-de-sac Reduction – No cul-de-sacs are proposed. Parking Reduction – The parking stalls are the minimum size required by Town of Webster Code.

B.

STEP 2: DETERMINE W ATER QUALITY TREATMENT VOLUME Water Quality Volume (WQv) & Minimum Runoff Reduction Volume (RRv) The WQv is designed to improve water quality by capturing and treating 90% of the average annual stormwater runoff volume and is directly related to the amount of impervious cover on site. As per the NYSDEC Stormwater Design Manual (SWDM) the 90% rainfall event for the site is 1.2”. WQv is calculated for each drainage area as within Appendix D.

C.

STEP 3: RUNOFF REDUCTION BY APPLYING INFRASTRUCTURE The purpose of runoff reduction is to reduce the required WQv through the use of combinations of green infrastructure techniques and standard stormwater management practices. These practices are to be localized systems installed throughout the site at each runoff source, thereby minimizing the use of traditional “end of pipe” treatment systems. The following is an evaluation of the runoff reduction techniques identified in Table 3.2 of the New York State Stormwater Management Design Manual, and where applicable, identification of the specific site limitations that make application of the technique(s) infeasible at this site. Runoff Reduction Techniques; Conservation of Natural Areas – The limit of disturbance is the minimum necessary to construct the buildings, parking, and infiltration basin areas, and to tie grades back into existing. The wooded area and stream on the western side of the site are proposed to be preserved. Sheet flow to Riparian Buffers/Filter Strips – There are no riparian buffers within the project area. Tree Planting/Tree Pit/Tree Trench – There are no trees to be planted within the project area. 11

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

D.

STEP 4: APPLY STANDARD STORMWATER PRACTICES TO REMAINING WQV There is no remaining WQv that needs to be treated with standard stormwater practices because the infiltration basin areas are located off of the current parcel.

E.

STEP 5: APPLY VOLUME AND PEAK RATE CONTROL PRACTICES Methodology used (TR-55, TR-20, or other): The methodology utilized in this design was the NRCS method, formerly SCS, assisted using HydroCAD, a computer modeling software package. Description of stormwater quality and quantity mitigation: The design of stormwater quantity and quality mitigation measures shall be in accordance with the NYS Stormwater Management Design Manual, July 2024. The existing berm located north of the site is to remain as to be one side of the adjusted swale. With widening the bottom width of the swale and adding stone check dams evenly spaced the runoff will mitigate prior to entering into the existing infiltration basin located east of the property. The parcel water quality will be treated at the existing infiltration basin that is located east of the property before draining out to the existing ditch/swale north of the site. Hydrology – Existing Conditions: EX-1 12

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Existing drainage area EX-1 is a total of 3.7 acres. The area primarily consists of gravel (asphalt millings), pavement, existing building roof and some green space. The drainage area generally sheets flows from the south portion of the property to the existing infiltration basin on the northern side of the site. The majority of the drainage area is impervious, with the existing buildings, asphalt, gravel, with green space only covering 0.43 acres of the total 3.69 acres being drained to the infiltration basin area. The CN value is 95 with a Tc of 5 minutes. The analysis point for EX-1 is the existing runoff from Vital Signs towards the existing swale. EX-2 Existing drainage area EX-2 is a total of 3.6 acres. This is the drainage area for Viola Storage located east of the scope of work. The area primarily consists of gravel (asphalt millings), pavement, existing building roof and some green space. The drainage area generally sheets flows from the south portion of the property to the existing infiltration basin on the northern side of the site. The majority of the drainage area is impervious, with the existing buildings, asphalt, gravel, with green space only covering 0.83 acres of the total 3.6 acres being drained to the infiltration basin area. The CN value is 95 with a Tc of 5 minutes. The analysis point for EX-2 is runoff towards the existing infiltration basin (EX-P). ES The existing swale (ES) is located north of the Vital Signs drainage area. The current swale is relatively flat and doesn’t have a drainage slope that is consistent. The existing side slopes very on both sides. The north side of the swale has a 1:3 max slope where the south side of the swale will vary in slopes being 1:10 (min) or 1:22 (max). For the HydroCAD model the slope was designed at 1:10 (min). The bottom width is not visible on site. After storm events it is well known that there are sections where the swale tends to pond and not drain completely to the exiting infiltration basin. EX-P The existing infiltration basin located north of Viola Storage (EX-2) site collects the runoff from the sheet drainage from both drainage areas (EX-1 & EX-2). The existing infiltration basin will collect all the runoff from both parcels and get drained out to an existing swale and pond located north of the site. There are currently two existing 12” PE pipes that drain out of the existing infiltration basin. Hydrology – Proposed Conditions: PR-1 Proposed drainage area PR-1 is a total of 3.7 acres. The area primarily consists of gravel (asphalt millings), pavement, existing building roof and some green space. The drainage area generally sheets flows from the south portion of the property to the existing infiltration basin on the northern side of the site. The majority of the drainage area is impervious, with the existing 13 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

buildings, asphalt, gravel, with green space only covering 0.43 acres of the total 3.69 acres being drained to the infiltration basin area. The CN value is 95 with a Tc of 5 minutes. The analysis point for PR-1 is the existing ditch on the north side of the site. PS The proposed swale (ES) is located north of the Vital Signs drainage area. The bottom width of the swale has been updated to be 3’ wide. The side slopes are to match similar to the existing. The north side of the swale will have a 1:3 max slope where the south side of the swale will vary in slopes being 1:3 (min) or 1:22 (max). For the HydroCAD model the slope was designed at 1:10 (min). The proposed swale is designed per NYSDEC standards to allow 6” or more of freeboard during a 10-year storm event. A total of six (6) Check dams are to be placed within the proposed swale. The swale was designed to allow positive drainage to the existing infiltration basin. EX-2 Existing drainage area EX-2 is a total of 3.6 acres. This is the drainage area for Viola Storage located east of the scope of work. The area primarily consists of gravel (asphalt millings), pavement, existing building roof and some green space. The drainage area generally sheets flows from the south portion of the property to the existing infiltration basin on the northern side of the site. The majority of the drainage area is impervious, with the existing buildings, asphalt, gravel, with green space only covering 0.83 acres of the total 3.6 acres being drained to the infiltration basin area. The CN value is 95 with a Tc of 5 minutes. The analysis point for EX-2 is runoff towards the existing infiltration basin (EX-P). EX-P The existing infiltration basin located north of Viola Storage (EX-2) site collects the runoff from the sheet drainage from both drainage areas (EX-1 & EX-2). The existing infiltration basin will collect all the runoff from both parcels and get drained out to an existing swale and pond located north of the site. There are currently two existing 12” PE pipes that drain out of the existing infiltration basin. The two pipes direct the runoff to drain north of the site to an existing swale and retention pond. Table III.1: EX-1 vs. PR-1 Peak Flows to Swale EX-1 vs. PR-1 Peak Flows to Swale Storm Event

Existing Peak Flow

Proposed Peak Flow

Reduction

1-YR

8.96 cfs

8.94 cfs

0.2%

2-YR

10.79 cfs

10.76 cfs

0.2%

10-YR

16.33 cfs

16.29 cfs

0.3%

14 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Table III.2: ER vs. PS Peak Flows to Infiltration basin EX-1 vs. PR-1 Peak Flows to Swale Storm Event

Existing Peak Flow

Proposed Peak Flow

Reduction

1-YR

7.76 cfs

7.75 cfs

0.1%

2-YR

9.43 cfs

9.41 cfs

0.2%

10-YR

14.55 cfs

14.53 cfs

0.1%

Table III.3: EX-P (Existing Runoff) vs. EX-P (Proposed Runoff) Peak Flows to Infiltration basin EX-P vs. EX-P Peak Flows to Swale

IV.

Storm Event

Existing Peak Flow

Proposed Peak Flow

Reduction

1-YR

9.20 cfs

9.20 cfs

0.0%

2-YR

10.07 cfs

10.06 cfs

0.1%

10-YR

11.92 cfs

11.91 cfs

0.1%

MAINTENANCE SCHEDULE The following are the inspection and maintenance practices that will be used to maintain the stormwater management facilities during construction: 1. A Qualified Professional shall conduct a site assessment during the construction activities to certify in an inspection report that the structural elements are being installed or implemented to ensure the overall integrity of the design. 2. Disturbed areas of the site shall consist of only areas of proposed grading, utility installation, soil stock piling, and spreading areas. 3. All control measures shall be inspected by a Qualified Professional one (1) time every 7 calendar days when the site is under the 5-acre threshold. A maintenance inspection report shall be made after each inspection with a copy provided to the Owner/Operator, Contractor, and site logbook within one (1) business day of completion. A maintenance inspection report shall be made after each inspection. A copy of the report forms to be completed in full by the Qualified Professional is attached in Appendix F. 4. All measures shall be maintained in good working order; if repair is necessary, it will be initiated within 24 hours of the report. 5. Temporary and permanent seeding and plantings shall be inspected for bare spots, washouts, 15

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

and unhealthy growth. The property Owner shall maintain the stormwater management facilities on a permanent basis using the following inspection & maintenance practices in conjunction with the provided NYSDEC Maintenance Guidance for Stormwater Management Practices included in Appendix I: 1. All structures shall be reviewed by the Owner not less than once in every three-year period to ensure the proper functions of these facilities are intact, and they are cleaned of debris and sediment. 2. Parking lots and roads shall be cleaned or swept on an as needed basis to reduce the amount of sediment and debris entering the stormwater management facility and storm structures. 3. Inlet grates shall be inspected not less than once in every three-year period and debris shall be removed as needed. 4. Lawn areas shall be maintained or reseeded to protect against erosion. 5. Any lawn area disturbed after construction is completed shall be seeded or mulched (in landscaped areas) immediately and water shall be applied on a daily basis (either naturally by rainwater or manually by tap water) until adequate seed germination has occurred.

V.

PROJECT SPECIFIC EROSION AND SEDIMENT CONTROL

A.

CONSTRUCTION/EROSION The following construction/erosion control sequence is proposed for the project. 1. Use the existing entrance off Ridge Road as a stabilized construction entrance. 2. Construction access and existing access drive to be delineated by construction fencing or other channelizing devices. 3. Protect existing vegetation and other environmental features to be preserved, such as trees and areas of minimal grade change, with silt or construction fencing. 4. Install all perimeter erosion control devices. 5. Strip impervious areas and stockpile in location approved by the Owner. Provide temporary seeding of stockpile within 7 days. 6. Begin earthwork and rough grading. 7. Complete rough grading of site. 8. Areas where soil disturbance has been temporarily or permanently ceased shall be seeded/mulched within 7 days. 9. Install concrete washout. 10. Begin to install utilities. 11. Boxout for remaining structures, pads, sidewalk sections, parking areas and curb. 16

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

12. Begin construction of Vital Signs Building addition. 13. Apply gravel areas and installation of site improvements, pavement over asphalt millings. 14. Complete grading of the swale located north of the site. Place stone check dams at required distances. 15. Complete finish grading, install permanent seeding, fertilizer and mulch, and complete final paving and striping. 16. All temporary erosion control devices shall be maintained by the contractor until a permanent cover of vegetation has been established and removal is approved by the Town of Webster. The Contractor shall coordinate with subcontractors and provide a construction sequence schedule in the form of a bar chart outlining expected times when construction activities are planned to occur. This chart shall be provided to the Owner/Operator at the preconstruction meeting and permanently attached to the SWPPP and updated as schedule changes occur.

B.

POLLUTION PREVENTION MEASURES The Contractor will be responsible for implementing the following additional controls at the project site. Waste Materials – will be collected on-site within a trash receptacle provided by the contractor and disposed of off-site at an approved location. Waste materials shall include, but not be limited to, trash and construction debris. No construction waste materials shall be buried on-site. All personnel shall be instructed regarding the correct procedure for waste disposal. Hazardous Waste – will be disposed of in a manner specified by local or state regulations or by the manufacturer. All personnel shall be instructed regarding the correct procedure for hazardous waste disposal. Portable Toilets – will be installed and cleaned regularly with their contents properly disposed of. Dust Control – will be addressed by water application or mulching prior to any off-site migration. No chemical additives shall be used.

C.

ON-SITE STORAGE OF CONSTRUCTION AND W ASTE MATERIALS The materials or substances listed below are expected to be present onsite during construction: 

Concrete



Paints (enamel and latex)



Fertilizers



Petroleum-based products



HDPE pipe 17

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Material Management Practices The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff: 

Products will be kept in original containers unless they are not re-sealable.



Original labels and material safety data sheets will be retained; they contain important product information.



An effort will be made to store only enough products required to do the job.



All materials stored onsite will be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure and/or on blacktop.



Products will be kept in their original containers with the original manufacturer’s label.



Substances will not be mixed with one another unless recommended by the manufacturer.



Whenever possible, all of a product will be used up before disposing of the container.



Manufacturer’s recommendations for proper use and disposal will be followed.



The site superintendent will inspect daily to ensure proper use and disposal of materials onsite.

Spill Control Practices In addition to the material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup: 

Manufacturers’ recommended methods for spill cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and cleanup supplies.



Materials and equipment necessary for spill cleanup will be kept in the material storage area onsite. Equipment and materials will include but not be limited to brooms, dust pans, mops, rags, gloves, goggles, cat litter, sand, sawdust, and plastic and metal trash containers specifically for this purpose.



All spills will be cleaned up immediately after discovery.



The spill area will be kept well-ventilated, and personnel will wear appropriate protective clothing to prevent injury from contact with a hazardous substance.



Spills, of any size, of toxic or hazardous material will be reported to the appropriate State and/or local government agency. The Contractor shall contact NYSDEC Spills Hotline (800-457-7362) in the event a spill occurs on-site during construction. 18

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026



The spill prevention plan will be adjusted to include measures to prevent this type of spill from recurring and how to clean up the spill if there is another one. A description of the spill, what caused it, and the cleanup measures will also be included.

Product Specific Practices The following product specific practices will be followed onsite: 













D.

TEMPORARY/PERMANENT EROSION CONTROL MEASURES The temporary and permanent erosion control measures shall be installed and maintained per the New York Standards and Specifications for Erosion and Sediment Control (November 2016). The pollution prevention measures are depicted in the attached project plans.

19 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Stabilization Practices for Erosion and Sediment Control: Temporary Stabilization - Topsoil stockpiles and disturbed portions of the site where construction activity temporarily or permanently ceases shall be stabilized with temporary seed and mulch no later than seven (7) days from the last construction activity in that area. Temporary seeding should be made within 24 hours of disturbance; otherwise, the soil must be scarified prior to seeding. Areas of the site that are to be paved will be temporarily stabilized by applying stone sub-base until bituminous pavement can be applied. Seeding and fertilizing requirements are provided within the contract documents. Permanent Stabilization - Disturbed portions of the site where construction activities permanently cease shall be stabilized with topsoil, permanent seed, fertilizer and mulch immediately after the last construction activity. All slopes steeper than 3H:1V shall have a biodegradable erosion control fabric applied. Landscaping requirements are provided within the contract documents. Structural Practices for Erosion and Sediment Control: 1. Stabilized Construction Entrance – will be located for each Phase as shown on the Erosion and Sediment Control Plan. 2. Concrete Truck Washout – will be located for each Phase as shown on the Erosion and Sediment Control Plan. 3. Dewatering Pumping – will be used to pump excessive water from excavations to a suitable discharge area. The standpipe should be wrapped with filter cloth before installation to reduce the chance of sediment-laden water leaving the excavation. The installation of a filter bag at the discharge of the pump may be necessary. 4. Silt Fence – will be installed at down slope areas in locations shown on the plans or as deemed necessary by the Engineer. Silt fence shall be installed perpendicular to the direction of flow with filter cloth buried 6-inches into the ground. Fence posts shall be on the downstream side of fabric. Filter fabric shall be Mirafi 100X or approved equal. The silt fence shall be removed when the site is stabilized, and a permanent cover of vegetation has been established. 5. Rip-Rap Outlet Protection – will be installed within the proposed swale channels as shown on the plans to reduce the depth, velocity and energy of the water. Install rip-rap to a minimum thickness of 1.5 times the maximum stone diameter. Immediately following installation, stabilize all disturbed areas with vegetation as specified on the plans. 6. Filter Sock Inlet Protection – will be installed around the inlet of a storm sewer system to filter sediment from runoff. When installed around catch basins, the filter sock must overlap a minimum of 1’ and/or be secured with wire ties. 7. Temporary Sediment Basin – will be installed as shown on the Erosion & Sediment Control 20 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Plans and Details. These will remain in place until all of the contributing areas have been stabilized.

E.

LOCATION OF EROSION CONTROL MEASURES Erosion control measures are located as shown on the attached project plans. Silt fence will be installed along the base of a slope and where there is the potential for siltation of streams, storm sewers, wetlands, or neighboring properties, regardless of whether the silt fence is indicated on the construction drawings.

F.

INSTALLATION DETAILS The installation methods for the pollution prevention measures are referenced in the project plans and New York Standards and Specifications for Erosion and Sediment Control.

G.

NON-STORMWATER DISCHARGES Possible sources of non-stormwater discharges occurring from the site during the construction period and remediation measures are as follows: 

Uncontaminated groundwater from dewatering operations will be discharged in a manner to prevent erosion.



Concrete trucks shall only be washed out or discharge surplus concrete or drum wash water into the temporary concrete washouts shown on the project plans.

H.

IMPLEMENTATION RESPONSIBILITIES The contractor is responsible to install and maintain the erosion control measures in accordance with the New York Standards and Specifications for Erosion and Sediment Control. The Owner is responsible for hiring a qualified person to inspect and review the site conditions as per the NYSDEC GP-0-25-001 permit and instruct the contractor as necessary.

I.

DIVERSION OF FLOW Temporary diversion ditches and other diversions outside excavation limits to convey stormwater and water removed from excavations will be installed by the contractor as needed.

J.

CLIMATE CHANGE The following future physical risks due to climate change, and associated guidance, as they relate to site planning, erosion control measures, conveyance systems and detention systems shall be considered as follows.

21 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

o

o

o

o

o

o

o

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

o

Shifting Ecology o

o

o

23 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

K.

POLLUTION PREVENTION PLAN CERTIFICATIONS OWNER’S CERTIFICATION The following certification must be signed before disturbance activities can commence. “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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.”

Signed

Name

Title

Company

Address

Telephone

Date

24 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

CONTRACTOR’S CERTIFICATION The following certification must be signed before disturbance activities can commence. “I hereby certify under penalty of law that I understand and agree to comply with the requirements 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 requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) 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."

Signed

Name

Title

Company

Address

Telephone

Name of Trained Contractor

SWT #

Title of Trained Contractor

Date

25 MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

PROJECT LOCATION

TOWN OF WEBSTER

VITAL SIGNS BUILDING ADDITION TOWN OF WEBSTER, NY 14580 DRAWN BY:

TGF

SCALE:

N.T.S.

DATE:

9/2026

ORIG. SHEET SIZE :8.5"x11" DO NOT SCALE

MRB PROJECT #:

3356.17000.000

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

United States Department of Agriculture

Natural Resources Conservation Service

A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants

Custom Soil Resource Report for

Monroe County, New York

September 3, 2026

Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require

2

alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

3

Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 Monroe County, New York.............................................................................. 13 AoB—Alton gravelly loam, 3 to 8 percent slopes........................................ 13 BrA—Brockport silty clay loam, 0 to 2 percent slopes.................................14 References............................................................................................................16

4

How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil

5

Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and

6

Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.

7

Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit.

8

298410

298440

298470

298500

298530

77° 28' 44'' W

77° 28' 53'' W

Custom Soil Resource Report Soil Map 298560

298590 43° 12' 23'' N

4786500

4786500

4786530

4786530

4786560

4786560

4786590

4786590

4786620

4786620

4786650

4786650

4786680

4786680

4786710

4786710

4786740

4786740

43° 12' 23'' N

Soil Map may not be valid at this scale.

43° 12' 15'' N

43° 12' 15'' N

298440

298470

298500

298530

N

Meters 90 Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0

15

30

60

9

298560

298590 77° 28' 44'' W

77° 28' 53'' W

298410

Custom Soil Resource Report

MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp

MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:15,800.

Spoil Area Stony Spot Very Stony Spot

Wet Spot

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Other Special Line Features Water Features Streams and Canals Transportation

Please rely on the bar scale on each map sheet for map measurements.

Rails Interstate Highways

US Routes Major Roads

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

Local Roads Background Aerial Photography

Mine or Quarry Miscellaneous Water

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Perennial Water Rock Outcrop

Saline Spot Sandy Spot

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Severely Eroded Spot Sinkhole

Date(s) aerial images were photographed: 28, 2023

Slide or Slip Sodic Spot

May 15, 2023—May

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

10

Custom Soil Resource Report

Map Unit Legend Map Unit Symbol

Map Unit Name

Acres in AOI

Percent of AOI

AoB

Alton gravelly loam, 3 to 8 percent slopes

0.2

6.0%

BrA

Brockport silty clay loam, 0 to 2 percent slopes

3.6

94.0%

3.9

100.0%

Totals for Area of Interest

Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11

Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

12

Custom Soil Resource Report

Monroe County, New York AoB—Alton gravelly loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9tjn Elevation: 250 to 650 feet Mean annual precipitation: 30 to 35 inches Mean annual air temperature: 46 to 50 degrees F Frost-free period: 145 to 190 days Farmland classification: All areas are prime farmland Map Unit Composition Alton and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alton Setting Landform: Proglacial deltas, Outwash plains, Terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, derived mainly from acidic rocks, with some limestone below 40 inches Typical profile H1 - 0 to 8 inches: gravelly loam H2 - 8 to 32 inches: very gravelly loam C - 32 to 60 inches: stratified very gravelly sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Available water supply, 0 to 60 inches: Low (about 3.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F101XY005NY - Dry Outwash Hydric soil rating: No

13

Custom Soil Resource Report

Minor Components Dunkirk Percent of map unit: 5 percent Hydric soil rating: No Colonie Percent of map unit: 5 percent Hydric soil rating: No Madrid Percent of map unit: 5 percent Hydric soil rating: No Phelps Percent of map unit: 5 percent Hydric soil rating: No Wampsville Percent of map unit: 5 percent Hydric soil rating: No

BrA—Brockport silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 9tjz Elevation: 390 to 710 feet Mean annual precipitation: 30 to 35 inches Mean annual air temperature: 46 to 50 degrees F Frost-free period: 145 to 190 days Farmland classification: Farmland of statewide importance Map Unit Composition Brockport and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brockport Setting Landform: Benches, Ridges, Till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Clayey till or congeliturbate derived mainly from neutral or calcareous shale Typical profile H1 - 0 to 9 inches: silty clay loam H2 - 9 to 23 inches: clay

14

Custom Soil Resource Report H3 - 23 to 30 inches: clay H4 - 30 to 34 inches: weathered bedrock Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 1 percent Available water supply, 0 to 60 inches: Low (about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Ecological site: F101XY013NY - Moist Till Hydric soil rating: No Minor Components Lockport Percent of map unit: 5 percent Hydric soil rating: No Rhinebeck Percent of map unit: 5 percent Hydric soil rating: No Lakemont Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Riga Percent of map unit: 5 percent Hydric soil rating: No

15

References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084

16

Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf

17

SHPO MAPPING (CRIS WEBSITE)

PROJECT SITE

Vital Signs Building Addiiton

0

0.05

0

0.1

0.1

1:7,490 0.2

0.2 mi

U.S. Fish and Wildlife Service, National Standards and Support Team, wetlands_team@fws.gov

0.4 km

September 8, 2026

Wetlands

Estuarine and Marine Deepwater Estuarine and Marine Wetland

Freshwater Emergent Wetland

Lake

Freshwater Forested/Shrub Wetland

Other

Freshwater Pond

Riverine

This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.

National Wetlands Inventory (NWI) This page was produced by the NWI mapper

PROJECT SITE

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Existing Land Cover Schedule (Vital Signs) Land Cover Label Area (SF) Area (acres) 64,694 A 1.49 13,068 B 0.30

CN

Description

96 98

Gravel Surface Roofs, HSG D

Proposed Land Cover Schedule (Vital Signs) Land Cover Label Area (SF) Area (acres) 31,707 A 0.73 28,068 B 0.64

CN

Description

96 98

Gravel Surface Roofs, HSG D

MRB Group Engineering, Architecture & Surveying, D.P.C.

C

64,515

1.48

98

Paved Asphalt

C

78,102

1.79

98

Paved Asphalt

D

18,561

0.43

80

>75% Grass Cover, Good HSG D

D

22,961

0.53

80

>75% Grass Cover, Good HSG D

TOTAL

160,838

3.69

TOTAL

160,838

3.69

THE CULVER ROAD ARMORY 145 CULVER ROAD, SUITE 160 ROCHESTER, NY 14620 585-381-9250 WWW.MRBGROUP.COM

367710 :O NITAZIH O U T A RF OETA CIFIT R C E

D

D

A A

B

SEPTEMBER 29, 2026 SEPTEMBER 23, 2026 AUGUST 26, 2026 JULY 31, 2026

TGF TGF TGF TGF N:\3356.17000.000\DWG\VITAL SIGN\VITAL SIGNS_DRAINAGE.DWG | DRAINAGE AREA| 10/27/2025| FITZGERALD, THOMAS

AD RIDGE RO 404) (NYS RTE

AD RIDGE RO 404) (NYS RTE

4 TOWN COMMENTS 3 TOWN COMMENTS 2 TOWN COMMENTS 1 TOWN COMMENTS

D

D

CLIENT PROJECT #

3356.17000.000 TJF

MRB PROJECT # CHECKED BY:

B

TGF

D

D

DRAWN BY:

A

A

AUGUST 2026

C

ISSUED FOR REVIEW

D

BY

C

C

DATE

TOWN OF WEBSTER

A

REVISION DESCRIPTION

B

B

VITAL SIGNS BUILDING ADDITON

D

#

C

764 RIDGE ROAD, WEBSTER, NY 14580 TOWN OF WEBSTER, MONROE COUNTY, NEW YORK

##

C

DRAINAGE AREAS

C-300

MRB Group Engineering, Architecture & Surveying, D.P.C. THE CULVER ROAD ARMORY 145 CULVER ROAD, SUITE 160 ROCHESTER, NY 14620 585-381-9250 WWW.MRBGROUP.COM

367710 :O NITAZIH O U T A RF OETA CIFIT R C E

D

D

D

D

C

C

A

A

B C

C B

D

B

B

D

D

N:\3356.17000.000\DWG\VITAL SIGN\VITAL SIGNS_DRAINAGE.DWG | POND SIZE (LIDAR DATA) | 10/27/2025| FITZGERALD, THOMAS

AD RIDGE RO 404) (NYS RTE

Proposed Land Cover Schedule (Viola Storage) A

CN

Description

0.00

96

B

21,369

0.49

98

Gravel Surface Roofs, HSG D

C

99,130

2.28

98

D

36,191

0.83

80

TOTAL

156,690

3.60

TGF TGF TGF TGF

D

AD RIDGE RO 404) (NYS RTE

Land Cover Label Area (SF) Area (acres)

D

SEPTEMBER 29, 2026 SEPTEMBER 23, 2026 AUGUST 26, 2026 JULY 31, 2026

D

D

Vital Signs Drainage Runoff Comparison

Viola Storage Drainage Runoff

Stormwater Event Existing Runoff (CFS) Proposed Runoff (CFS) Stormwater Event Existing Runoff (CFS)

Existing Runoff To Existing Bioretenton (CFS)

Proposed Runoff To Existing Bioretenton (CFS)

1 YR

8.96

8.94

1 YR

8.29

17.25

17.23

Paved Asphalt

5 YR

13.83

13.80

5 YR

13.05

26.88

26.85

>75% Grass Cover, Good HSG D

10 YR

16.33

16.29

10 YR

15.5

31.83

31.79

25 YR

19.80

19.75

25 YR

18.9

38.7

38.65

50 YR

22.39

22.33

50 YR

21.44

43.83

43.77

100 YR

25.03

24.96

100 YR

24.02

49.05

48.98

CLIENT PROJECT #

3356.17000.000 TJF CHECKED BY:

MRB PROJECT # TGF DRAWN BY:

AUGUST 2026

B

ISSUED FOR REVIEW

D

D

BY

C

A

DATE

C

A

4 TOWN COMMENTS 3 TOWN COMMENTS 2 TOWN COMMENTS 1 TOWN COMMENTS

C

TOWN OF WEBSTER

D

REVISION DESCRIPTION

C

#

C

VITAL SIGNS BUILDING ADDITON

A

764 RIDGE ROAD, WEBSTER, NY 14580 TOWN OF WEBSTER, MONROE COUNTY, NEW YORK

##

B

POND SIZE COMPARISON (MRB/KOCHER SURVEY)

C-300

MRB Group Engineering, Architecture & Surveying, D.P.C. THE CULVER ROAD ARMORY 145 CULVER ROAD, SUITE 160 ROCHESTER, NY 14620 585-381-9250 WWW.MRBGROUP.COM

367710 :O NITAZIH O U T A RF OETA CIFIT R C E

CLIENT PROJECT #

3356.17000.000 TJF CHECKED BY:

MRB PROJECT # TGF DRAWN BY:

AUGUST 2026 ISSUED FOR REVIEW

BY DATE REVISION DESCRIPTION

4 TOWN COMMENTS 3 TOWN COMMENTS 2 TOWN COMMENTS 1 TOWN COMMENTS

N:\3356.17000.000\DWG\VITAL SIGN\VITAL SIGNS_DRAINAGE.DWG | POND SIZE (LIDAR DATA EXISTING SWALE) | 10/27/2025| FITZGERALD, THOMAS

SEPTEMBER 29, 2026 SEPTEMBER 23, 2026 AUGUST 26, 2026 JULY 31, 2026

TGF TGF TGF TGF

T LO

TOWN OF WEBSTER

R HA

#

N FRA

WAY

764 RIDGE ROAD, WEBSTER, NY 14580 TOWN OF WEBSTER, MONROE COUNTY, NEW YORK

IO

CI

LE C R

CA CES

VITAL SIGNS BUILDING ADDITON

##

POND SIZE COMPARISON (MRB/KOCHER SURVEY)

C-300

EX-1

ES

Existing Vital Signs Drainage

Existing Swale

EX-2

EX-P

Viola Storage Drainage

Existing Infiltration Basin

Subcat

Reach

Pond

Link

Routing Diagram for Vital Signage Existing Drainage Prepared by MRB Group, Printed 9/29/2026 HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Vital Signage Existing Drainage Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Area Listing (all nodes) Area (acres)

CN

Description (subcatchment-numbers)

1.260 1.490 3.760 0.790

80 96 98 98

>75% Grass cover, Good, HSG D (EX-1, EX-2) Gravel surface, HSG D (EX-1) Paved roads w/curbs & sewers, HSG D (EX-1, EX-2) Roofs, HSG D (EX-1, EX-2)

Printed 9/29/2026 Page 2

Vital Signage Existing Drainage Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Soil Listing (all nodes) Area (acres)

Soil Group

0.000 0.000 0.000 7.300 0.000

HSG A HSG B HSG C HSG D Other

Subcatchment Numbers

EX-1, EX-2

Printed 9/29/2026 Page 3

Vital Signage Existing Drainage Printed 9/29/2026 Page 4

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Ground Covers (all nodes) HSG-A (acres)

HSG-B (acres)

HSG-C (acres)

HSG-D (acres)

Other (acres)

Total (acres)

Ground Cover

0.000

0.000

0.000

1.260

0.000

1.260

>75% Grass cover, Good

0.000

0.000

0.000

1.490

0.000

1.490

0.000

0.000

0.000

3.760

0.000

3.760

0.000

0.000

0.000

0.790

0.000

0.790

Subcatchment Numbers

EX -1, EX -2 Gravel surface EX -1 Paved roads w/curbs & sewers EX -1, EX -2 Roofs EX -1, EX -2

NOAA10 24-hr A 1-Year Rainfall=1.87"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 5

Summary for Subcatchment EX-1: Existing Vital Signs Drainage Runoff = 8.96 cfs @ 12.11 hrs, Volume= Routed to Reach ES : Existing Swale

0.402 af, Depth> 1.30"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 1-Year Rainfall=1.87" Area (ac) 1.490 0.300 1.480 0.430 3.700 1.920 1.780 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 51.89% Pervious Area 48.11% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 8.29 cfs @ 12.12 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.366 af, Depth> 1.22"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 1-Year Rainfall=1.87" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

NOAA10 24-hr A 1-Year Rainfall=1.87"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 6

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.25 fps, Min. Travel Time= 3.9 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 10.5 min Peak Storage= 1,800 cf @ 12.15 hrs Average Depth at Peak Storage= 0.94' , Surface Width= 12.71' Bank-Full Depth= 2.00' Flow Area= 27.0 sf, Capacity= 55.08 cfs 0.50' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 3.0 '/' Top Width= 26.50' Length= 290.0' Slope= 0.0017 '/' Inlet Invert= 413.25', Outlet Invert= 412.76'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Existing Drainage

NOAA10 24-hr A 1-Year Rainfall=1.87"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=9.17 cfs @ 12.23 hrs HW=413.08' (Free Discharge) 1=Culvert (Inlet Controls 4.95 cfs @ 6.30 fps) 2=Culvert (Inlet Controls 4.22 cfs @ 5.37 fps)

Printed 9/29/2026 Page 7

NOAA10 24-hr A 5-Year Rainfall=2.70"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 8

Summary for Subcatchment EX-1: Existing Vital Signs Drainage Runoff = 13.83 cfs @ 12.11 hrs, Volume= Routed to Reach ES : Existing Swale

0.639 af, Depth> 2.07"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 5-Year Rainfall=2.70" Area (ac) 1.490 0.300 1.480 0.430 3.700 1.920 1.780 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 51.89% Pervious Area 48.11% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 13.05 cfs @ 12.11 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.593 af, Depth> 1.98"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 5-Year Rainfall=2.70" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

NOAA10 24-hr A 5-Year Rainfall=2.70"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 9

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.40 fps, Min. Travel Time= 3.5 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 9.4 min Peak Storage= 2,534 cf @ 12.15 hrs Average Depth at Peak Storage= 1.12' , Surface Width= 15.08' Bank-Full Depth= 2.00' Flow Area= 27.0 sf, Capacity= 55.08 cfs 0.50' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 3.0 '/' Top Width= 26.50' Length= 290.0' Slope= 0.0017 '/' Inlet Invert= 413.25', Outlet Invert= 412.76'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Existing Drainage

NOAA10 24-hr A 5-Year Rainfall=2.70"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=11.16 cfs @ 12.26 hrs HW=413.70' (Free Discharge) 1=Culvert (Inlet Controls 5.88 cfs @ 7.49 fps) 2=Culvert (Inlet Controls 5.28 cfs @ 6.72 fps)

Printed 9/29/2026 Page 10

NOAA10 24-hr A 10-Year Rainfall=3.13"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 11

Summary for Subcatchment EX-1: Existing Vital Signs Drainage Runoff = 16.33 cfs @ 12.11 hrs, Volume= Routed to Reach ES : Existing Swale

0.763 af, Depth> 2.48"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 10-Year Rainfall=3.13" Area (ac) 1.490 0.300 1.480 0.430 3.700 1.920 1.780 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 51.89% Pervious Area 48.11% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 15.50 cfs @ 12.11 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.713 af, Depth> 2.38"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 10-Year Rainfall=3.13" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

NOAA10 24-hr A 10-Year Rainfall=3.13"

Vital Signage Existing Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 12

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.46 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 8.9 min Peak Storage= 2,886 cf @ 12.15 hrs Average Depth at Peak Storage= 1.20' , Surface Width= 16.09' Bank-Full Depth= 2.00' Flow Area= 27.0 sf, Capacity= 55.08 cfs 0.50' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 10.0 3.0 '/' Top Width= 26.50' Length= 290.0' Slope= 0.0017 '/' Inlet Invert= 413.25', Outlet Invert= 412.76'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Existing Drainage

NOAA10 24-hr A 10-Year Rainfall=3.13"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=11.89 cfs @ 12.27 hrs HW=413.95' (Free Discharge) 1=Culvert (Inlet Controls 6.23 cfs @ 7.93 fps) 2=Culvert (Inlet Controls 5.66 cfs @ 7.21 fps)

Printed 9/29/2026 Page 13

PR-1

PS

Proposed Vital Signs Proposed Swale Drainage

EX-2

EX-P

Viola Storage Drainage

Existing Infiltration Basin

Subcat

Reach

Pond

Link

Routing Diagram for Vital Signage Proposed Drainage Prepared by MRB Group, Printed 9/29/2026 HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Vital Signage Proposed Drainage Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Area Listing (all nodes) Area (acres)

CN

Description (subcatchment-numbers)

1.360 0.730 4.070 1.130

80 96 98 98

>75% Grass cover, Good, HSG D (EX-2, PR-1) Gravel surface, HSG D (PR-1) Paved roads w/curbs & sewers, HSG D (EX-2, PR-1) Roofs, HSG D (EX-2, PR-1)

Printed 9/29/2026 Page 2

Vital Signage Proposed Drainage Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Soil Listing (all nodes) Area (acres)

Soil Group

0.000 0.000 0.000 7.290 0.000

HSG A HSG B HSG C HSG D Other

Subcatchment Numbers

EX-2, PR-1

Printed 9/29/2026 Page 3

Vital Signage Proposed Drainage Printed 9/29/2026 Page 4

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Ground Covers (all nodes) HSG-A (acres)

HSG-B (acres)

HSG-C (acres)

HSG-D (acres)

Other (acres)

Total (acres)

Ground Cover

0.000

0.000

0.000

1.360

0.000

1.360

>75% Grass cover, Good

0.000

0.000

0.000

0.730

0.000

0.730

0.000

0.000

0.000

4.070

0.000

4.070

0.000

0.000

0.000

1.130

0.000

1.130

Subcatchment Numbers

EX -2, PR -1 Gravel surface PR -1 Paved roads w/curbs & sewers EX -2, PR -1 Roofs EX -2, PR -1

NOAA10 24-hr A 1-Year Rainfall=1.87"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 5

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 8.29 cfs @ 12.12 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.366 af, Depth> 1.22"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 1-Year Rainfall=1.87" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

Summary for Subcatchment PR-1: Proposed Vital Signs Drainage Runoff = 8.94 cfs @ 12.11 hrs, Volume= Routed to Reach PS : Proposed Swale

0.400 af, Depth> 1.30"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 1-Year Rainfall=1.87" Area (ac) 0.730 0.640 1.790 0.530 3.690 1.260 2.430 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 34.15% Pervious Area 65.85% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

NOAA10 24-hr A 1-Year Rainfall=1.87"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 6

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.63 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 8.9 min Peak Storage= 1,444 cf @ 12.15 hrs Average Depth at Peak Storage= 0.52' , Surface Width= 16.06' Bank-Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 206.00 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 22.0 3.0 '/' Top Width= 53.00' Length= 290.0' Slope= 0.0052 '/' Inlet Invert= 414.25', Outlet Invert= 412.75'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Proposed Drainage

NOAA10 24-hr A 1-Year Rainfall=1.87"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=9.25 cfs @ 12.22 hrs HW=413.11' (Free Discharge) 1=Culvert (Inlet Controls 4.99 cfs @ 6.35 fps) 2=Culvert (Inlet Controls 4.26 cfs @ 5.42 fps)

Printed 9/29/2026 Page 7

NOAA10 24-hr A P90 Rainfall=0.24"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 8

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 0.04 cfs @ 12.17 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.004 af, Depth> 0.01"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A P90 Rainfall=0.24" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

Summary for Subcatchment PR-1: Proposed Vital Signs Drainage Runoff = 0.13 cfs @ 12.15 hrs, Volume= Routed to Reach PS : Proposed Swale

0.008 af, Depth> 0.02"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A P90 Rainfall=0.24" Area (ac) 0.730 0.640 1.790 0.530 3.690 1.260 2.430 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 34.15% Pervious Area 65.85% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

NOAA10 24-hr A P90 Rainfall=0.24"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 9

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.40 fps, Min. Travel Time= 12.1 min Avg. Velocity = 0.26 fps, Avg. Travel Time= 18.4 min Peak Storage= 44 cf @ 12.30 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 4.07' Bank-Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 206.00 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 22.0 3.0 '/' Top Width= 53.00' Length= 290.0' Slope= 0.0052 '/' Inlet Invert= 414.25', Outlet Invert= 412.75'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Proposed Drainage

NOAA10 24-hr A P90 Rainfall=0.24"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=0.00 cfs @ 12.26 hrs HW=412.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 2.61 cfs potential flow) 2=Culvert (Passes 0.00 cfs of 1.01 cfs potential flow)

Printed 9/29/2026 Page 10

NOAA10 24-hr A 2-Year Rainfall=2.18"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 11

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 10.07 cfs @ 12.11 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.450 af, Depth> 1.50"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 2-Year Rainfall=2.18" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

Summary for Subcatchment PR-1: Proposed Vital Signs Drainage Runoff = 10.76 cfs @ 12.11 hrs, Volume= Routed to Reach PS : Proposed Swale

0.488 af, Depth> 1.59"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 2-Year Rainfall=2.18" Area (ac) 0.730 0.640 1.790 0.530 3.690 1.260 2.430 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 34.15% Pervious Area 65.85% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

NOAA10 24-hr A 2-Year Rainfall=2.18"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 12

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.71 fps, Min. Travel Time= 2.8 min Avg. Velocity = 0.57 fps, Avg. Travel Time= 8.5 min Peak Storage= 1,666 cf @ 12.15 hrs Average Depth at Peak Storage= 0.57' , Surface Width= 17.21' Bank-Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 206.00 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 22.0 3.0 '/' Top Width= 53.00' Length= 290.0' Slope= 0.0052 '/' Inlet Invert= 414.25', Outlet Invert= 412.75'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Proposed Drainage

NOAA10 24-hr A 2-Year Rainfall=2.18"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=10.10 cfs @ 12.23 hrs HW=413.36' (Free Discharge) 1=Culvert (Inlet Controls 5.38 cfs @ 6.86 fps) 2=Culvert (Inlet Controls 4.72 cfs @ 6.01 fps)

Printed 9/29/2026 Page 13

NOAA10 24-hr A 5-Year Rainfall=2.70"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 14

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 13.05 cfs @ 12.11 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.593 af, Depth> 1.98"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 5-Year Rainfall=2.70" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

Summary for Subcatchment PR-1: Proposed Vital Signs Drainage Runoff = 13.80 cfs @ 12.11 hrs, Volume= Routed to Reach PS : Proposed Swale

0.637 af, Depth> 2.07"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 5-Year Rainfall=2.70" Area (ac) 0.730 0.640 1.790 0.530 3.690 1.260 2.430 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 34.15% Pervious Area 65.85% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

NOAA10 24-hr A 5-Year Rainfall=2.70"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 15

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.82 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.61 fps, Avg. Travel Time= 7.9 min Peak Storage= 2,018 cf @ 12.15 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 18.89' Bank-Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 206.00 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 22.0 3.0 '/' Top Width= 53.00' Length= 290.0' Slope= 0.0052 '/' Inlet Invert= 414.25', Outlet Invert= 412.75'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Proposed Drainage

NOAA10 24-hr A 5-Year Rainfall=2.70"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=11.22 cfs @ 12.25 hrs HW=413.72' (Free Discharge) 1=Culvert (Inlet Controls 5.91 cfs @ 7.52 fps) 2=Culvert (Inlet Controls 5.31 cfs @ 6.76 fps)

Printed 9/29/2026 Page 16

NOAA10 24-hr A 10-Year Rainfall=3.13"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 17

Summary for Subcatchment EX-2: Viola Storage Drainage Runoff = 15.50 cfs @ 12.11 hrs, Volume= Routed to Pond EX-P : Existing Infiltration Basin

0.713 af, Depth> 2.38"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 10-Year Rainfall=3.13" Area (ac) 0.000 0.490 2.280 0.830 3.600 0.830 2.770 Tc (min) 5.0

CN 96 98 98 80 94

Length (feet) 663

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 23.06% Pervious Area 76.94% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.21 Direct Entry,

Summary for Subcatchment PR-1: Proposed Vital Signs Drainage Runoff = 16.29 cfs @ 12.11 hrs, Volume= Routed to Reach PS : Proposed Swale

0.761 af, Depth> 2.48"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NOAA10 24-hr A 10-Year Rainfall=3.13" Area (ac) 0.730 0.640 1.790 0.530 3.690 1.260 2.430 Tc (min) 5.0

CN 96 98 98 80 95

Length (feet) 675

Description Gravel surface, HSG D Roofs, HSG D Paved roads w/curbs & sewers, HSG D >75% Grass cover, Good, HSG D Weighted Average 34.15% Pervious Area 65.85% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 2.25 Direct Entry,

NOAA10 24-hr A 10-Year Rainfall=3.13"

Vital Signage Proposed Drainage Prepared by MRB Group

HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Printed 9/29/2026 Page 18

Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.90 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.65 fps, Avg. Travel Time= 7.4 min Peak Storage= 2,293 cf @ 12.14 hrs Average Depth at Peak Storage= 0.68' , Surface Width= 20.11' Bank-Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 206.00 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 22.0 3.0 '/' Top Width= 53.00' Length= 290.0' Slope= 0.0052 '/' Inlet Invert= 414.25', Outlet Invert= 412.75'

‡

Invert 412.00'

Elevation (feet) 412.00 413.00 414.00

Avail.Storage 12,678 cf

Surf.Area (sq-ft) 1,655 5,100 13,500

Device #1

Routing Primary

Invert 411.09'

#2

Primary

411.50'

Storage Description Custom Stage Data (Prismatic) Listed below (Recalc)

Inc.Store (cubic-feet) 0 3,378 9,300

Cum.Store (cubic-feet) 0 3,378 12,678

Outlet Devices 12.0" Round Culvert L= 55.0' Ke= 0.400 Inlet / Outlet Invert= 411.09' / 409.00' S= 0.0380 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 12.0" Round Culvert L= 32.0' Ke= 0.400 Inlet / Outlet Invert= 411.50' / 409.88' S= 0.0506 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf

Vital Signage Proposed Drainage

NOAA10 24-hr A 10-Year Rainfall=3.13"

Prepared by MRB Group HydroCAD® 10.20-5c s/n 12421 © 2023 HydroCAD Software Solutions LLC

Primary OutFlow Max=11.93 cfs @ 12.26 hrs HW=413.97' (Free Discharge) 1=Culvert (Inlet Controls 6.25 cfs @ 7.96 fps) 2=Culvert (Inlet Controls 5.68 cfs @ 7.24 fps)

Printed 9/29/2026 Page 19

WET SWALE (O-2)

Step 2 - Calculate Water Quality Volume

Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus No Removal? What is the nature of this construction project? Redevelopment with no increase in impervious area Design Point: 1 Enter 90% Rainfall Event as P P= 1.00 inches Calculate Required WQv Drainage Area Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total

Contributing Impervious Area Area (Acres) (Acres)

Percent Impervious %

Rv

WQv (cf)

0.13

0.13

100

0.95

448

0.13

0.13

100

0.95

448

SMP Description

Required WQv

0.01

af

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), 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 State 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 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. 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 CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES

Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements ...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001.................... 18 G. Change of Owner or Operator.......................................................................... 19 Part II. Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP) ......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements................................................... 38 Part V. How to Terminate CGP Coverage.................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting.................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information.............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53

N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms............................................................................... 54 APPENDIX A – Abbreviations and Definitions.......................................................... 55 Abbreviations............................................................................................................. 55 Definitions.................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form.................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91

Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC 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. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC.

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Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer 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: i. 1-5 acres of disturbance - 20 feet; or ii. 5-20 acres of disturbance - 50 feet; or 6

Part I.A.4.a.iii. iii. 20+ acres of disturbance - 100 feet. b. NYSDEC consultation form sent to OPRHP, 1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (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 activity will result in No Impact; or iii. documentation from OPRHP providing a determination of No Adverse Impact; or iv. a Letter of Resolution signed by the owner or 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). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed.

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Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope.

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Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges 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”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations

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Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of nonstormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10

Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11

Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12

Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form. 2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date.

2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14

Part I.E.3.g. g. the eNOI; and h. the LOA; and i.

the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable).

4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. 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. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15

Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16

Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. 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). 3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10. The eNOI, SWPPP, LOA, updated LOAs (when applicable), 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 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.

3 The Regional Water Manager where a DEC Region does not have a RWE.

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Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form, 4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires.

4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19

Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements 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 the following water quality 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: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must 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 standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this 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 NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20

Part II.B. 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 II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), 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 SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21

Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and viii. Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; 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 ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity 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. Select, 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 selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and 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 22

Part II.B.1.d.ii. 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. Surface Outlets. When discharging from basins and impoundments, the surface outlets must 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 (SMP) Requirements 1. The owner or operator of a construction activity that requires postconstruction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, 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 SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23

Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must 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 must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge.

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Part II.C.2.a.iii. iii. 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 directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. 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 directly discharges 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 Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the 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 must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must 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 must 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 25

Part II.C.2.b.i.2. 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 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26

Part II.C.2.b.iv. iv. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 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 DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or

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Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP 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 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project.

Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28

Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i)

increasing temperature; and

(ii)

increasing precipitation; and

(iii)

increasing variability in precipitation, including chance of drought; and

(iv)

increasing frequency and severity of flooding; and

(v)

rising sea level; and

(vi)

increasing storm surge; and

(vii)

shifting ecology.

ii. for each of the following: (i)

overall site planning; and

(ii)

location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s).

3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29

Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and 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, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC 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 must 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 NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. 7. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the 30

Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements 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 requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) 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 must 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 the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities.

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Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component - The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must 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) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization,

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Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. 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; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. 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 33

Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. 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; and x. 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 xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. 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. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met:

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Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and

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Part III.B.2.e.iii. iii. 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; and

(ii)

Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and

(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; and

(iv)

Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and

(v)

Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and

(vi)

Identification of any elements of the design that are not in conformance with the performance criteria in the DM. 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 DM.

iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36

Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards - The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type 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 accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). 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 SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37

Part IV.B.1. 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 must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 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 in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. 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 in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: a. the construction of a single-family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than or equal to five (5) acres and is 38

Part IV.C.1.a. 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 D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to 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 D; and c. construction on agricultural property that involves soil disturbances of one (1) or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or 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 must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39

Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site.

40

Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must 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; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. 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; and i.

Description and sketch (map) 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; and

j.

Estimates, in square feet or acres, of the following areas:

41

Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l.

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 SMP(s); and

m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach 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 must 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 must 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 must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design:

42

Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43

Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44

Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-ofway(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) 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; or d. for SMP(s) 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 policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form. 5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted.

5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must

be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505.

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Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E.

Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46

Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements 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 monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must 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. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47

Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48

Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE, 6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective.

6 The Regional Water Manager where a DEC Region does not have a RWE.

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Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i)

a president, secretary, treasurer, or vice-president of the 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 Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures.

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Part VII.J.1.c. c. 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).

2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., 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.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, 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 is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: 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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51

Part VII.J.4. 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 there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, 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 requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52

Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53

Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. 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, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms.

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Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. 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 – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre- to Post-Development Conditions – 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 System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – 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. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “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 (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56

Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized 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, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to:  Re-grading of gravel roads or parking lots; and  Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and  Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and  Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and  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); and  Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and  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; and  Long-term use of equipment storage areas at or near highway maintenance facilities; and  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; and  Existing use of Canal Corp owned upland disposal sites for the canal, and  Replacement of curbs, gutters, sidewalks and guide rail posts; and  Maintenance of ski trails including brush hog use and mowing; and  Above ground snowmaking pipe replacement; and  Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57

Appendix A 1.

owned or operated by a State, city, town, village, 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; and

2.

designed or used for collecting or conveying stormwater; and

3.

which is not a combined sewer system; and

4.

which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2.

Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. 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. Nonpoint Source(s) – 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 – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – 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 requirements.

59

Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.7., 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 NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – 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.

63

64

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: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not 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 where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre- to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions. • 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 (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre- to post-development conditions, and are not listed in Table 2.

1. If the site is redeveloped in the future, a new eNOI must be submitted.

65

Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • • • • • •

• • • • • • • • • • •

• • • • • • •

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 D 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 D 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 between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC 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 common plan of development or sale that will ultimately disturb five (5) or more acres of land Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC 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) that involves soil disturbance greater than five acres. Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages Institutional development; includes hospitals, prisons, schools and colleges Industrial facilities; includes industrial parks Landfills; including creation of landfills or capping landfills. Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks Golf courses Office complexes

66

Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • • • • • • • • • • •

• • • • • • • •

Permanent laydown yards and equipment storage lots Playgrounds that include the construction or reconstruction of impervious area Sports complexes Racetracks; includes racetracks with earthen (dirt) surfaces Road construction or reconstruction, outside the municipal boundaries of NYC Road construction within the municipal boundaries of NYC Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) 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 overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM Solar array field areas on slopes less than 8% that will alter the hydrology from pre- to postdevelopment conditions Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) Utility pads surfaced with impervious cover, including electric vehicle charging stations 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

67

Appendix C

68

Appendix C Figure 1 - New York City Watershed East of the Hudson

69

Appendix C Figure 2 - Onondaga Lake Watershed

70

Appendix C Figure 3 - Greenwood Lake Watershed

71

Appendix C Figure 4 - Oscawana Lake Watershed

72

Appendix C Figure 5 - Kinderhook Lake Watershed

73

Waterbody Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Lawsons Lake (1301-0235) Amity Lake, Saunders Pond (0403-0054) Andover Pond (0403-0056) Reservoir No.1/Lake Isle (1702-0075) Van Cortlandt Lake (1702-0008) Blueberry, Laurel Lakes (1404-0033) Fly Pond, Deer Lake (1404-0038) Minor Tribs to Lower Susquehanna (0603-0044) Whitney Point Lake/Reservoir (0602-0004) Allegheny River/Reservoir (0201-0023) Beaver Lake/Alma Pond (0201-0073) Case Lake (0201-0020) Linlyco/Club Pond (0201-0035) Duck Lake (0704-0025) Owasco Inlet, Upper, and tribs (0706-0014) Chadakoin River and tribs (0202-0018) Hulburt/Clymer Pond (0202-0079) Middle Cassadaga Lake (0202-0002) Great Chazy River, Lower, Main Stem (1002-0001) Robinson Pond (1308-0003) Dean Pond (0602-0077) Fallkill Creek (1301-0087) Hillside Lake (1304-0001) Wappingers Lake (1305-0001) Wappingers Lake (1305-0001) Beeman Creek and tribs (0102-0030) Delaware Park Pond (0101-0026) Ellicott Creek, Lower, and tribs (0102-0018) Ellicott Creek, Lower, and tribs (0102-0018) Green Lake (0101-0038) Little Sister Creek, Lower, and tribs (0104-0045) Murder Creek, Lower, and tribs (0102-0031)

Pollutant Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus

Erie Erie Erie Erie Erie Erie Genesee Genesee Genesee Genesee Genesee Genesee Genesee Genesee Genessee Greene Greene Herkimer Herkimer Kings Kings Lewis Livingston Livingston Livingston Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe Monroe

Rush Creek and tribs (0104-0018) Scajaquada Creek, Lower, and tribs (0101-0023) Scajaquada Creek, Middle, and tribs (0101-0033) Scajaquada Creek, Upper, and tribs (0101-0034) South Branch Smoke Cr, Lower, and tribs (0101-0036) South Branch Smoke Cr, Lower, and tribs (0101-0036) Bigelow Creek and tribs (0402-0016) Black Creek, Middle, and minor tribs (0402 0028) Black Creek, Upper, and minor tribs (0402-0048) Bowen Brook and tribs (0102-0036) LeRoy Reservoir (0402-0003) Mill Pond (0402-0050) Oak Orchard Cr, Upper, and tribs (0301-0014) Oatka Creek, Middle, and minor tribs (0402-0031) Tonawanda Cr, Middle, Main Stem (0102-0002) Schoharie Reservoir (1202-0012) Sleepy Hollow Lake (1301-0059) Steele Creek tribs (1201-0197) Steele Creek tribs (1201-0197) Hendrix Creek (1701-0006) 18 Prospect Park Lake (1701-0196) Mill Creek/South Branch, and tribs (0801-0200) Christie Creek and tribs (0402-0060) Conesus Lake (0402-0004) Mill Creek and minor tribs (0404-0011) Black Creek, Lower, and minor tribs (0402-0033) Buck Pond (0301-0017) Cranberry Pond (0301-0016) Durand, Eastman Lakes (0302-0037) Lake Ontario Shoreline, Western (0301-0069) 9 Long Pond (0301-0015) Mill Creek and tribs (0302-0025) Mill Creek/Blue Pond Outlet and tribs (0402-0049) Minor Tribs to Irondequoit Bay (0302-0038) Rochester Embayment - East (0302-0002) [9] Rochester Embayment - West (0301-0068) 9 Shipbuilders Creek and tribs (0302-0026) Thomas Creek/White Brook and tribs (0302-0023)

75

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Phosphorus Silt/Sediment Nitrogen Phosphorus Nutrients Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus 2 Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus 2 Phosphorus

Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau Nassau

Nassau Nassau Nassau Nassau Nassau Nassau Nassau New York New York Niagara Niagara Niagara Niagara Oneida

Bannister Creek/Bay (1701-0380) Beaver Lake (1702-0152) Browswere Bay (1701-0383) Camaans Pond (1701-0052) East Meadow Brook, Upper, and tribs (1701-0211) East Rockaway Channel (1701-0381) Glen Cove Creek, Lower, and tribs (1702-0146) Grant Park Pond (1701-0054) Hempstead Bay, Broad Channel (1701-0032) Hempstead Lake (1701-0015) Hewlett Bay (1701-0382) Hog Island Channel (1701-0220) Massapequa Creek, Upper, and tribs (1701-0174) Milburn/Parsonage Creeks, Upp, and tribs (17010212) Reynolds Channel, East (1701-0215) [12] Reynolds Channel, West (1701-0216) 12 Tidal Tribs to Hempstead Bay (1701-0218) Tribs (fresh) to East Bay (1701-0204) Tribs (fresh) to East Bay (1701-0204) Tribs to Smith Pond/Halls Pond (1701-0221) Woodmere Channel (1701-0219) Harlem Meer (1702-0103) The Lake in Central Park (1702-0105) Bergholtz Creek and tribs (0101-0004) Hyde Park Lake (0101-0030) Lake Ontario Shoreline, Western (0301-0053) 9 Lake Ontario Shoreline, Western (0301-0072) 9 Ballou, Nail Creeks (1201-0203)

Onondaga

Ley Creek and tribs (0702-0001) 10

Onondaga

Minor Tribs to Onondaga Lake (0702-0022) 10

Onondaga

Minor Tribs to Onondaga Lake (0702-0022) 10

Onondaga

Onondaga Creek, Lower (0702-0023) 10

Onondaga Onondaga Onondaga Ontario Ontario

Onondaga Creek, Lower, and tribs (0702-0023) Onondaga Creek, Middle, and tribs (0702-0004) Onondaga Creek, Upper, and tribs (0702-0024) Great Brook and minor tribs (0704-0034) Great Brook and minor tribs (0704-0034)

Nassau

76

Nitrogen Phosphorus Nitrogen Phosphorus Silt/Sediment Nitrogen Silt/Sediment Phosphorus Nitrogen Phosphorus Nitrogen Nitrogen Phosphorus Phosphorus Nitrogen Nitrogen Nitrogen Silt/Sediment Phosphorus Phosphorus Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients (phosphorus) Nutrients (phosphorus) Nitrogen (NH3, NO2) Nutrients (phosphorus) Turbidity Turbidity Turbidity Phosphorus 2 Silt/Sediment

Ontario Ontario Orange Orange Orange Orange Orange Orange Orange Orange Orleans Orleans Orleans

Hemlock Lake Outlet and minor tribs (0402-0013) Honeoye Lake (0402-0032) Brown Pond Reservoir (1303-0013) Lake Washington (1303-0012) Minor Tribs to Middle Wallkill (1306-0061) Monhagen Brook and tribs (1306-0074) Orange Lake (1301-0008) [16] Quaker Creek and tribs (1306-0025) Wallkill River, Middle, Main Stem (1306-0038) Wallkill River, Upper, and Minor tribs (1306-0017) Glenvwood Lake (0301-0041) Lake Ontario Shoreline, Western (0301-0070) 9 Lake Ontario Shoreline, Western (0301-0071) 9

Oswego

Lake Neatahwanta (0701-0018)

Oswego Putnam Putnam Queens

Pleasant Lake (0703-0047) Lost Lake, Putnam Lake (1302-0053) Minor Tribs to Croton Falls Reservoir (1302-0001) Bergen Basin (1701-0009) 18 Jamaica Bay, Eastern, and tribs, Queens (17010005) 18 Kissena Lake (1702-0258) Meadow Lake (1702-0030) Shellbank Basin (1701-0001) 18 Willow Lake (1702-0031) Nassau Lake (1310-0001) Snyders Lake (1301-0043) Grassmere Lake/Bradys Pond (1701-0357) Congers Lake, Swartout Lake (1501-0019) Rockland Lake (1501-0021) Ballston Lake (1101-0036) Dwaas Kill and tribs (1101-0007) Dwaas Kill and tribs (1101-0007) Lake Lonely (1101-0034) Round Lake (1101-0060) Tribs to Lake Lonely (1101-0001) Collins Lake (1201-0077) Duane Lake (1311-0006) Mariaville Lake (1201-0113) Cayuta Lake (0603-0005)

Queens Queens Queens Queens Queens Rensselaer Rensselaer Richmond Rockland Rockland Saratoga Saratoga Saratoga Saratoga Saratoga Saratoga Schenectady Schenectady Schenectady Lake Schuyler

77

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Nutrients (phosphorus) Phosphorus Phosphorus Phosphorus Nitrogen Nitrogen Phosphorus Phosphorus Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus

Seneca St.Lawrence St.Lawrence Steuben Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Suffolk Sullivan Sullivan Sullivan Sullivan Sullivan Tompkins Tompkins Ulster Ulster Ulster Ulster Ulster Warren Warren Warren Warren Warren Warren

Reeder Creek and tribs (0705-0074) Black Lake Outlet, Black Lake (0906-0001) Fish Creek and minor tribs (0906-0026) Smith Pond (0502-0012) Agawam Lake (1701-0117) Big/Little Fresh Ponds (1701-0125) Canaan Lake (1701-0018) Canaan Lake (1701-0018) Fresh Pond (1701-0241) Great South Bay, East (1701-0039) Great South Bay, Middle (1701-0040) Great South Bay, West (1701-0173) Lake Ronkonkoma (1701-0020) Mattituck/Marratooka Pond (1701-0129) Mill and Seven Ponds (1701-0113) Millers Pond (1702-0013) Moriches Bay, East (1701-0305) Moriches Bay, West (1701-0038) Quantuck Bay (1701-0042) Shinnecock Bay and Inlet (1701-0033) Tidal Tribs to West Moriches Bay (1701-0312) Bodine, Mongomery Lakes (1401-0091) Davies Lake (1402-0047) Evens Lake (1402-0004) Pleasure Lake (1402-0055) Swan Lake (1401-0063) Cayuga Lake, Southern End (0705-0040) Cayuga Lake, Southern End (0705-0040) Ashokan Reservoir (1307-0004) Esopus Creek, Lower, Main Stem (1307-0010) [17] Esopus Creek, Middle, Main Stem (1307-0003) 17 Esopus Creek, Upper, and minor tribs (1307-0007)[3] Wallkill River, Lower, Main Stem (1306-0027) Hague Brook and tribs (1006-0006) Huddle/Finkle Brooks and tribs (1006-0003) Indian Brook and tribs (1006-0002) Lake George (1006-0016) and tribs Tribs to Lake George, East Shore (1006-0020) Tribs to Lake George, Lk.George Village (1006-0008)

78

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Phosphorus Nitrogen Nitrogen Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Nitrogen Nitrogen Nitrogen Nitrogen Nitrogen Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Turbidity Turbidity Silt/Sediment Phosphorus Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment Silt/Sediment

Washington Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester Westchester

Wood Cr/Champlain Canal and tribs (1005-0036) Lake Katonah (1302-0136) Lake Lincolndale (1302-0089) Lake Meahagh (1301-0053) Lake Mohegan (1301-0149) Lake Shenorock (1302-0083) Mamaroneck River, Lower (1702-0071) Mamaroneck River, Upp, & minor tribs (1702-0123) Saw Mill River (1301-0007) Saw Mill River, Middle, and tribs (1301-0100) Sheldrake River (1702-0069) Sheldrake River (1702-0069) Silver Lake (1702-0040) Teatown Lake (1302-0150) Truesdale Lake (1302-0054) Wallace Pond (1301-0140)

79

Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Phosphorus Silt/Sediment Silt/Sediment Phosphorus Phosphorus Phosphorus Silt/Sedimnt Phosphorus Phosphorus Phosphorus Phosphorus

Region

COVERING THE

FOLLOWING COUNTIES:

DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS

DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM

1

NASSAU AND SUFFOLK

50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365

50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405

2

BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND

1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997

1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933

3

DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER

21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059

220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 - 2505

4

ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE

1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069

1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045

5

CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON

1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234

232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200

6

HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE

STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245

STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554

7

BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS

5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438

5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7500

8

CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES

6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466

6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466

9

ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING

700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165

700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070

80

81

SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.)

Project/Site Name: eNOI Submission ID: Owner/Operator Name:

SWPPP Preparer First Name

Signature

MI

SWPPP Preparer Last Name

Date

83

MS4 SWPPP Acceptance Form for construction activities seeking authorization under the

SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) 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 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. 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 section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, 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 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information

1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their

duly authorized representative in accordance with CGP Part VII.J.2.

(NYSDEC - MS4 SWPPP Acceptance Form - January 2025)

Page 2 of 2

86

THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373

SWPPP Acceptance/Approval Application Number:

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/Approval 8. SWPPP Reviewed by: 9. Title/Position: / 10. Date Final SWPPP Reviewed and Accepted: 11. Acceptance/Approval Expiration Date:

IV. Regulated MS4 Information for projects that require coverage under the NY State Pollution Discharge Elimination System General Permit for Stormwater Discharges from Construction Activity 12. Name of MS4: CITY OF NEW YORK 13. MS4 SPDES Permit Identification Number: NY-0287890 14. Contact Person: 15. Street Address: 59-17 Junction Blvd. 9th Floor 16. City/State/Zip: Flushing, NY 11373 17. Telephone Number:

Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 1 Of 2

THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373

Date:

VI. Conditions of Acceptance/Approval and Additional Information

Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 2 Of 2

89

MS4 No Jurisdiction Form for construction activities seeking authorization under the

SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) I.

II.

III.

IV.

Project Owner/Operator Information a.

Owner/Operator Name:

b.

Contact Person:

c.

Street Address:

d.

City/State/Zip:

Project Site Information a.

Project/Site Name:

b.

Street Address:

c.

City/State/Zip:

d.

eNOI Submission ID:

Traditional Land Use Control MS4 Operator Information a.

Name of MS4 Operator:

b.

MS4 SPDES Permit ID Number: NYR20A

c.

Street Address:

d.

City/State/Zip:

e.

Telephone Number:

Certification Statement In accordance with CGP Part I.D.2.b.ii.3., I hereby certify that the Traditional Land Use Control MS4 Operator identified in section III. of this form does not have review authority over the construction project identified in section II. of this form, which is owned/operated by the entity identified in section I. of this form. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a.

Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.:

b.

Title/Position:

c.

Signature:

d.

Date:

91

Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically.

Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________

eNOI Submitted by:

Owner/Operator

SWPPP Preparer

Other

Owner/Operator First Name

MI

Owner/Operator Last Name

___________________________________________________________ Signature ________________________________ Date Revised: January 2025

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

STORMWATER SITE OBSERVATION REPORT

The Culver Road Armory 145 Culver Road, Suite 160 Rochester, NY 14620 Phone: 585-381-9250

Project #:

(SPDES General Permit for Stormwater Discharges from Construction Activity) Weekly Date:

Bi-Weekly

Follow-up Other:

Permit#: Wet

Dry

Yes

No

Yes

No

NA

• Are the adjacent properties negatively impacted by the proposed construction?

Yes

No

NA

• At the discharge points of the site, are there traces of turbidity or sedimentation leaving the site?

Yes

No

NA

• At the natural surface waterbodies located within or immediately adjacent to the project, is

Yes

No

NA

• Are the public roads and site access roads being kept clean of mud and debris?

Yes

No

NA

• Is construction site litter and debris being properly managed?

Yes

No

NA

• Have all necessary erosion and sediment control measures been installed?

Yes

No

NA

• Are the installed erosion and sediment control measures functioning properly?

Yes

No

NA

• Are additional erosion control measures needed?

Yes

No

NA

• Are there areas disturbed that should be stabilized?

Yes

No

NA

• Are soil stock piles in appropriate locations, properly stabilized, and/ or protected?

Yes

No

NA

• Have temporary stabilization measures, no longer needed, been removed?

Yes

No

NA

• In regard to stormwater management, is the Contractor generally following the approved? plans and sequence of construction?

Yes

No

NA

• Have deficiencies been identified with the constructed post-construction stormwater practices?

Yes

No

NA

Time:

Monthly Weather:

Municipacility:

Soil Conditions:

Qualified Inspector:

Contractor’s Representative:

Reviewed On Site:

AC +

Has a 5 Acre Waiver Been Issued:

there evidence of impacts from the project construction?

Comments:

See Attached Sketch (if applicable)

See Attached Photographs (if applicable)

Are corrective actions required within 24 hours? Signature:

SWT #:

Mailbox up to date

Yes Date:

No

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.19 (Submission #: HQR-FDZ8-E1R4C, version 1)

Details Originally Started By Thomas Fitzgerald Alternate Identifier

Vital Signs Building Additon—Region 8

Submission ID

HQR-FDZ8-E1R4C

Status

Draft

Active Steps

Form Submitted

Form Input Eligibility Disturbance Threshold 1. Will the construction activity involve soil disturbances listed in Part I.A.1 of GP-025-001? Yes 1.a. Will any runoff from the site enter a sewer system classified as a combined sewer? No 1.b. Is this a remediation project being done under a Department approved work plan (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) with a SWPPP which meets the substantive requirements of GP-0-25-001? No

1.c. Is the construction activity related to a stormwater discharge that does not require a permit as described in 40 CFR 122.3(e), e.g. non-point source agriculture or silviculture activities? No Other SPDES Permits 2. Will the discharge from the construction activity meet all conditions listed in Part I.A.2 of GP-0-25-001? Yes Threatened and Endangered Species 3. Will the construction activity potentially adversely affect a species that is endangered or threatened per Part I.A.3.? No State Historic Preservation Act (SHPA) 4. Is the construction activity designated by the Commissioner of the Office of Parks, Recreation and Historic Preservation (OPRHP), pursuant to 9 NYCRR §§428.12 or 428.13 as exempt from the SHPA review (see Attachment 2 of the Letter of Resolution between NYSDEC and OPRHP, dated January 9, 2015)? No

4.a. Will the construction activity: a) occur within an archeologically sensitive area indicated on the sensitivity map, or b) have the potential to affect a property that is listed or determined to be eligible for listing on the National or State Registers of Historic Places, or c) include a new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old and OPRHP, a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined is a historically/archeologically significant building, structure, or object: · 1-5 acres of disturbance—20 feet · 5-20 acres of disturbance—50 feet · 20+ acres of disturbance—100 feet? No

4.b. Is there documentation at the construction site demonstrating:

a) that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and b) that there is no new permanent building to be built 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 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? Yes State Environmental Quality Review (SEQR) 5. Is the construction activity subject to SEQR (Part I.A.5.), or the equivalent environmental review from another NYS or federal agency (Part I.A.6.)? Yes 5.a. Has the owner/operator obtained documentation that the project review pursuant to SEQR, or the equivalent, has been satisfied per Part I.A.5. or I.A.6. of GP-0-25-001? Yes Uniform Procedures Act (UPA) Permits 6. Has the owner/operator obtained all necessary UPA permits from NYSDEC, or the equivalent from another NYS or federal agency per Part I.A.7.a. of GP-0-25-001? Select "Yes" if no UPA permits, or the equivalent, are required for this construction activity. Yes Steep Slope 7. Is the construction activity within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website? No

Owner/Operator Information

8. Owner/Operator Name Webster Automall LLC 9. Owner/Operator Contact Person Information First and Last Name Phone Dan Viola

585-261-3999

E-mail danviola@gmail.com

10. Owner/Operator Mailing Address 764 Ridge Rd Webster, NY 14580 USA 11. Is the billing contact different from the Owner/Operator Contact? No 12. What type of organization is the owner/operator? Corporation 12.b. Is the owner/operator registered with the Department of State to do business in New York State? Yes 12.b.i. Department of State ID # NONE PROVIDED

The Department of State ID can be found using the following link: Department of State | Division of Corporations

Site Information 13. Project/Site Name Vital Signs Building Additon 14. Site Address 764 RIDGE RD WEBSTER, NY 14580-2449 Monroe DEC Region 8 15. Site Latitude & Longitude 43.2055983,-77.480716

Project Details 16. This eNOI submission is for: A construction activity not part of a common plan of development or sale in accordance with Part I.D.1.a. 17. Does the project type fall under Table 1 or Table 2 of Appendix B of GP-0-25-001? If any portion of the construction activity falls under Table 2, regardless of the size of the disturbance, select "Table 2". Table 2 18. Consistent with Part III.B.1.c.i. of GP-0-25-001, provide a concise overview of the project. Describe existing and proposed conditions, and include any other relevant information. Vital Signs wishes to construct a 15,000 square foot (SF) building addition located north of the existing building. The current parcel is used for producing interior and exterior signage products that are displayed in the Upstate NY Area. The proposed building addition will be used during the production process. Raw materials will be delivered at the new building addition. The finished product will be sent out through the existing building. The current site is located on impervious area of gravel and pavement. The project will

Enter the total project site acreage, the acreage to be disturbed, and the future impervious area (acreage) within the disturbed area, rounded to the nearest tenth of an acre.

19. Total Site Area (acres) 4.2 20. Total Area to be Disturbed (acres) 0.6 21. Existing Impervious Area to be Disturbed (acres) 0.6 22. Future Impervious Area Within Disturbed Area (acres) 0.0 Nature of the project: Redevelopment with no increase in impervious area 23. Do you plan to disturb more than 5 acres of soil at any one time? No

24. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site.

A (%) 6 B (%) 0 C (%) 0 D (%) 94 25. Enter the planned start and end dates of the disturbance activities. Start Date 04/01/2027 End Date 04/01/2028 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Existing retention pond east of the site. 27. Type of waterbody identified in question 26? Stream/Creek On Site 28. Has the surface waterbody in question 26 been identified as a 303(d) segment in Appendix D of GP-0-25-001? No 29. Is this project located in one of the Watersheds identified in Appendix C of GP-025-001? No 30. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? No 31. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? Yes 31.a. What is the name of the municipality/entity that owns the separate storm sewer system? If the separate sewer system is owned by an MS4 Operator, enter the MS4 Operator name. Town of Webster

32. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? No 33. Is this property owned by a state authority, state agency, federal government or local government? No

Required SWPPP Components General SWPPP Requirements 34. Has a SWPPP been developed in conformance with the requirements in Part III. of GP-0-25-001? Yes 35. Does the SWPPP demonstrate consideration of the future physical risks due to climate change pursuant to the CRRA, 6 NYCRR Part 490, and associated guidance per Part III.A.2. of GP-0-25-001? Yes 36. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? Yes 37. Which version of the NYS Stormwater Management Design Manual was used to develop the SWPPP? 2024 37.a. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the NYS Stormwater Management Design Manual? Yes 38. Has the post-construction stormwater management practice component of the SWPPP been developed by a qualified professional per Part III.A.4.? No SWPPP Preparer 39. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) 40. Name of the person who prepared the SWPPP Thomas Fitzgerald

41. SWPPP Preparer Organization Name MRB Group 42. SWPPP Preparer Contact Information First and Last Name Phone Thomas Fitzgerald

5853403630

E-mail thomas.fitzgerald@mrbgroup.com

43. SWPPP Preparer Address 145 Culver Rd 160 Rochester, New York 14620 Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Upload the completed form Download SWPPP Preparer Certification Form 44. Please upload the SWPPP Preparer Certification NONE PROVIDED

Comment None Provided 44.a. Has the SWPPP Preparer Certification Form been signed by the SWPPP preparer in accordance with Part VII.J of GP-0-25-001? No

All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001.

Erosion & Sediment Control Criteria 45. Has a construction sequence schedule for the planned management practices been prepared? Yes

Post-Construction Criteria Site Planning and Soil Restoration

46. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Preservation of Undisturbed Area 47. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual. All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). Water Quality Criteria 48. Is the reduction in impervious area greater than 25%? No 49. Water Quality Sizing Criteria Total WQv Total RRv required provided (acre-feet) (acre-feet) 0.304

Minimum RRv (acrefeet)

0.824

Total WQv provided (acre-feet)

Sum of RRv and WQv provided 0.824

Water Quantity Criteria 50. Per Section 9.2.1.C.VI and VII of the 2024 Design Manual, is there 0% change to hydrology that increases the discharge rate and volume from the project site? Yes Operation and Maintenance 53. Has a long-term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Yes 53.a. Identify the entity responsible for the long-term Operation and Maintenance. Vital Signs

Post-Construction SMP Identification 54. Post-Construction RR Techniques and Standard SMPs RR Techniques and Contributing Impervious Area Total Contributing Area SMPs (acres) (acres) Wet Swale (O-2)

3.16

55. Alternative SMPs Type of Manufacturer of the Alternative Alternative SMP SMP NONE PROVIDED

NONE PROVIDED

Name of the Alternative SMP NONE PROVIDED

Contributing Impervious Area (acres) NONE PROVIDED

Other Permits 56. Identify other permits, existing and new, that are required for this project/facility. None 57. Is this NOI for a change in owner/operator per Part I.G.? No

MS4 SWPPP Acceptance 59. Will the construction activities be within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) and discharge to the MS4(s)? Yes 59.a. Which form is required per Part I.D.2.b.ii.? MS4 SWPPP Acceptance Form MS4 SWPPP Acceptance Form Download Download the MS4 SWPPP Acceptance Form from the link below. MS4 SWPPP Acceptance Form 60. MS4 Acceptance or No Jurisdiction Form Upload NONE PROVIDED

Comment None Provided 60.a. Has the form been signed by the principal executive officer or ranking elected official—or duly authorized representative of that person—in accordance with Part VII.J. and submitted along with this NOI? Yes

Owner/Operator Certification Owner/Operator Certification Form Download Download the Owner/Operator Certification Form by clicking the link below. Owner/Operator Certification Form

61. Upload Owner/Operator Certification Form NONE PROVIDED

Comment None Provided 61.a. Has the Owner/Operator Certification Form from Appendix J been signed by the owner/operator, or a representative of the owner/operator in accordance with Part VII.J of GP-0-25-001 and uploaded to the eNOI? Yes

Additional Project Information 62. Enter any additional pertinent project information in the text box below. None Provided

Status History Date

User

9/10/2026 3:15:03 PM

Thomas Fitzgerald

Processing Status Draft

Processing Steps Step Name

Assigned To/Completed By

Form Submitted Issue SPDES Permit ID

Daniel von Schilgen

Date Completed

Certification Statement By clicking the “Submit Form” button below, I certify that all information, including the Owner/Operator Certification Form, has been completed and that I am authorized to submit it to the New York State Department of Environmental Conservation.

eNOT Owner or Operator Certification for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.

Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip:

II.

Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID:

III.

Certification Statement I certify that I have met the requirements of CGP Part V.A.1., 2., 3., and 4. 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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Owner or Operator: b. Title/Position: c. Signature: d. Date:

eNOT Qualified Inspector Certification – SMPs for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.

Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip:

II.

Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID:

III.

Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.iv. or CGP Part V.A.1.b.iv. have been achieved. 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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date:

eNOT Qualified Inspector Certification – Final Stabilization for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.

Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip:

II.

Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID:

III.

Certification Statement I hereby certify that all the requirements in CGP Part V.A.1.a.i., ii., and iii. or CGP Part V.A.1.b.i., ii., and iii. have been achieved. 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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the Qualified Inspector: b. Title/Position: c. Signature: d. Date:

eNOT MS4 Acceptance for construction activities seeking termination from the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (The completed form must be attached to the eNOT, which must be submitted to NYSDEC electronically in accordance with CGP Part V.A.5.) I.

Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip:

II.

Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. CGP SPDES Permit ID:

III.

Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number:

IV.

Certification Statement I have determined that it is acceptable for the owner or operator of the construction project identified above to submit the electronic Notice of Termination in accordance with CGP Part V. 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 gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date:

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

STANDARD AND SPECIFICATIONS FOR CONCRETE TRUCK WASHOUT leaching of liquids into the ground. The liner shall be plastic sheeting with a minimum thickness of 10 mils with no holes or tears, and anchored beyond the top of the pit with an earthen berm, sand bags, stone, or other structural appurtenance except at the access point. If pre-fabricated washouts are used they must ensure the capture and containment of the concrete wash and be sized based on the expected frequency of concrete pours. They shall be sited as noted in the location criteria.

Maintenance

Definition & Scope A temporary excavated or above ground lined constructed pit where concrete truck mixers and equipment can be washed after their loads have been discharged, to prevent highly alkaline runoff from entering storm drainage systems or leaching into soil.

Conditions Where Practice Applies Washout facilities shall be provided for every project where concrete will be poured or otherwise formed on the site. This facility will receive highly alkaline wash water from the cleaning of chutes, mixers, hoppers, vibrators, placing equipment, trowels, and screeds. Under no circumstances will wash water from these operations be allowed to infiltrate into the soil or enter surface waters.

 All concrete washout facilities shall be inspected daily. Damaged or leaking facilities shall be deactivated and repaired or replaced immediately. Excess rainwater that has accumulated over hardened concrete should be pumped to a stabilized area, such as a grass filter strip.  Accumulated hardened material shall be removed when 75% of the storage capacity of the structure is filled. Any excess wash water shall be pumped into a containment vessel and properly disposed of off site.  Dispose of the hardened material off-site in a construction/demolition landfill. On-site disposal may be allowed if this has been approved and accepted as part of the projects SWPPP. In that case, the material should be recycled as specified, or buried and covered with a minimum of 2 feet of clean compacted earthfill that is permanently stabilized to prevent erosion.  The plastic liner shall be replaced with each cleaning of the washout facility.  Inspect the project site frequently to ensure that no concrete discharges are taking place in non-designated areas.

November 2016

Page 2.24

New York State Standards and Specifications For Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR STABILIZED CONSTRUCTION ACCESS inert to commonly encountered chemicals, hydro-carbons, mildew, rot resistant, and conform to the fabric properties as shown:

Definition & Scope A stabilized pad of aggregate underlain with geotextile located at any point where traffic will be entering or leaving a construction site to or from a public right-of-way, street, alley, sidewalk, or parking area. The purpose of stabilized construction access is to reduce or eliminate the tracking of sediment onto public rights-of-way or streets.

Conditions Where Practice Applies

Fabric Properties3

Light Duty1 Roads Grade Subgrade

Heavy Duty2 Haul Roads Rough Graded

Test Method

Grab Tensile Strength (lbs)

200

220

ASTM D1682

Elongation at Failure (%)

50

60

ASTM D1682

Mullen Burst Strength (lbs)

190

430

ASTM D3786

Puncture Strength (lbs)

40

125

ASTM D751 Modified

40-80

40-80

US Std Sieve

Equivalent Opening Size

CW-02215

Aggregate Depth

6

10

-

1

A stabilized construction access shall be used at all points of construction ingress and egress.

Design Criteria See Figure 2.1 on page 2.31 for details.

3 Fabrics not meeting these specifications may be used only when design procedure and supporting documentation are supplied to determine aggregate depth and fabric strength.

Maintenance

The access shall be maintained in a condition which will prevent tracking of sediment onto public rights-of-way or streets. This may require periodic top dressing with additional aggregate. All sediment spilled, dropped, or washed onto public rights-of-way must be removed immediately.

When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with aggregate, which drains into an approved sedimenttrapping device. All sediment shall be prevented from entering storm drains, ditches, or watercourses.

November 2016

Page 2.30

New York State Standards and Specifications For Erosion and Sediment Control

Figure 2.1 Stabilized Construction Access

New York State Standards and Specifications For Erosion and Sediment Control

Page 2.31

November 2016

STANDARD AND SPECIFICATIONS FOR DEWATERING SUMP PIT Discharge of turbid water pumped from the standpipe should be to a sediment trap, sediment basin, filter bag or stabilized area, such as a filter strip. If water from the sump pit will be pumped directly to a storm drain system, filter cloth with an equivalent sieve size between 40-80 should be wrapped around the standpipe to ensure clean water discharge. It is recommended that ¼ to ½ inch hardware cloth be wrapped around and secured to the standpipe prior to attaching the filter cloth. This will increase the rate of water seepage into the standpipe.

Definition & Scope A temporary pit which is constructed using pipe and stone for pumping excessive water from excavations to a suitable discharge area.

Conditions Where Practice Applies Sump pits are constructed when water collects during the excavation phase of construction. This practice is particularly useful in urban areas during excavation for building foundations. It may also be necessary during construction activities that encounter high ground water tables in floodplain locations.

Design Criteria The number of sump pits and their locations shall be determined by the contractor/engineer. A design is not required, but construction should conform to the general criteria outlined on Figure 3.3 on page 3.8. A perforated vertical standpipe is placed in the center of the pit and surrounded with a stone screening material to collect filtered water. Water is then pumped from the center of the pipe to a suitable discharge area.

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.7

November 2016

Figure 3.3 Dewatering Sump Pit Detail

November 2016

Page 3.8

New York State Standards and Specifications For Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR ROCK OUTLET PROTECTION must be determined for the design capacity of the pipe. If the tailwater depth is less than half the diameter of the outlet pipe, and the receiving stream is wide enough to accept divergence of the flow, it shall be classified as a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. If the tailwater depth is greater than half the pipe diameter and the receiving stream will continue to confine the flow, it shall be classified as a Maximum Tailwater Condition; see Figure 3.17 on page 3.43 as an example. Pipes which outlet onto flat areas with no defined channel may be assumed to have a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. Apron Size

Definition & Scope A permanent section of rock protection placed at the outlet end of the culverts, conduits, or channels to reduce the depth, velocity, and energy of water, such that the flow will not erode the receiving downstream reach.

Conditions Where Practice Applies This practice applies where discharge velocities and energies at the outlets of culverts, conduits, or channels are sufficient to erode the next downstream reach. This applies to: 1.

Culvert outlets of all types.

2.

Pipe conduits from all sediment basins, dry storm water ponds, and permanent type ponds.

3.

New channels constructed as outlets for culverts and conduits.

The design of rock outlet protection depends entirely on the location. Pipe outlet at the top of cuts or on slopes steeper than 10 percent, cannot be protected by rock aprons or riprap sections due to re-concentration of flows and high velocities encountered after the flow leaves the apron. Many counties and state agencies have regulations and design procedures already established for dimensions, type and size of materials, and locations where outlet protection is required. Where these requirements exist, they shall be followed.

The depth of tailwater immediately below the pipe outlet New York State Standards and Specifications For Erosion and Sediment Control

Design Criteria

Tailwater Depth

The apron length and width shall be determined from the curves according to the tailwater conditions:

Alignment The outlet protection apron shall be located so that there are no bends in the horizontal alignment. Materials The outlet protection may be done using rock riprap, grouted riprap, or gabions. Outlets constructed on the bank of a stream or wetland shall not use grouted rip-rap, gabions or concrete. Riprap shall be composed of a well-graded mixture of rock size so that 50 percent of the pieces, by weight, shall be larger than the d50 size determined by using the charts. A

Page 3.39

November 2016

well-graded mixture, as used herein, is defined as a mixture composed primarily of larger rock sizes, but with a sufficient mixture of other sizes to fill the smaller voids between the rocks. The diameter of the largest rock size in such a mixture shall be 1.5 times the d50 size. Thickness The minimum thickness of the riprap layer shall be 1.5 times the maximum rock diameter for d50 of 15 inches or less; and 1.2 times the maximum rock size for d50 greater than 15 inches. The following chart lists some examples:

Gabions Gabions shall be made of hexagonal triple twist mesh with heavily galvanized steel wire. The maximum linear dimension of the mesh opening shall not exceed 4 ½ inches and the area of the mesh opening shall not exceed 10 square inches. Gabions shall be fabricated in such a manner that the sides, ends, and lid can be assembled at the construction site into a rectangular basket of the specified sizes. Gabions shall be of single unit construction and shall be installed according to manufacturer’s recommendations.

D50 (inches)

dmax (inches)

Minimum Blanket Thickness (inches)

4

6

9

6

9

14

9

14

20

12

18

27

Maintenance

15

22

32

18

27

32

21

32

38

Once a riprap outlet has been installed, the maintenance needs are very low. It should be inspected after high flows for evidence of scour beneath the riprap or for dislodged rocks. Repairs should be made immediately.

24

36

43

The area on which the gabion is to be installed shall be graded as shown on the drawings. Foundation conditions shall be the same as for placing rock riprap, and filter cloth shall be placed under all gabions. Where necessary, key, or tie, the structure into the bank to prevent undermining of the main gabion structure.

Design Procedure

Rock Quality Rock for riprap shall consist of field rock or rough unhewn quarry rock. The rock shall be hard and angular and of a quality that will not disintegrate on exposure to water or weathering. The specific gravity of the individual rocks shall be at least 2.5.

1.

Investigate the downstream channel to assure that nonerosive velocities can be maintained.

2.

Determine the tailwater condition at the outlet to establish which curve to use.

3.

Use the appropriate chart with the design discharge to determine the riprap size and apron length required. It is noted that references to pipe diameters in the charts are based on full flow. For other than full pipe flow, the parameters of depth of flow and velocity must be used to adjust the design discharges.

4.

Calculate apron width at the downstream end if a flare section is to be employed.

Filter A filter is a layer of material placed between the riprap and the underlying soil surface to prevent soil movement into and through the riprap. Riprap shall have a filter placed under it in all cases. A filter can be of two general forms: a gravel layer or a plastic filter cloth. The plastic filter cloth can be woven or non-woven monofilament yarns, and shall meet these base requirements: thickness 20-60 mils, grab strength 90-120 lbs; and shall conform to ASTM D-1777 and ASTM D1682.

Construction Specifications 1.

The subgrade for the filter, riprap, or gabion shall be prepared to the required lines and grades. Any fill required in the subgrade shall be compacted to a density of approximately that of the surrounding undisturbed material.

2.

The rock or gravel shall conform to the specified grad-

Page 3.40

November 2016

Gravel filter blanket, when used, shall be designed by comparing particle sizes of the overlying material and the base material. Design criteria are available in Standard and Specification for Anchored Slope and Channel Stabilization on page 4.7. New York State Standards and Specifications For Erosion and Sediment Control

Design Examples are demonstrated in Appendix B.

ing limits when installed respectively in the riprap or filter. 3.

Filter cloth shall be protected from punching, cutting, or tearing. Any damage other than an occasional small hole shall be repaired by placing another piece of cloth over the damaged part or by completely replacing the cloth. All overlaps, whether for repairs or for joining two pieces of cloth shall be a minimum of one foot.

4.

Rock for the riprap or gabion outlets may be placed by equipment. Both shall each be constructed to the full course thickness in one operation and in such a manner as to avoid displacement of underlying materials. The rock for riprap or gabion outlets shall be delivered and placed in a manner that will ensure that it is reasonably homogenous with the smaller rocks and spalls filling the voids between the larger rocks. Riprap shall be placed in a manner to prevent damage to the filter blanket or filter cloth. Hand placement will be required to the extent necessary to prevent damage to the permanent works.

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.41

November 2016

Figure 3.16 Outlet Protection Design—Minimum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Minimum Tailwater Condition: Tw < 0.5Do) (USDA - NRCS)

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.42

November 2016

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.43

0

1.0

2.0

Figure 3.17 Outlet Protection Design—Maximum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Maximum Tailwater Condition: Tw ≥ 0.5Do) (USDA - NRCS)

November 2016

Figure 3.18 Riprap Outlet Protection Detail (1)

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.44

November 2016

Figure 3.19 Riprap Outlet Protection Detail (2)

New York State Standards and Specifications For Erosion and Sediment Control

Page 3.45

November 2016

Figure 3.20 Riprap Outlet Protection Detail (3)

November 2016

Page 3.46

New York State Standards and SpecificaFor Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR COMPOST FILTER SOCK that 8” diameter socks may be used for residential lots to control areas less than 0.25 acres. 3. The flat dimension of the sock shall be at least 1.5 times the nominal diameter. 4. The Maximum Slope Length (in feet) above a compost filter sock shall not exceed the following limits: Dia. (in.)

Slope % 2

5

10

20

25

33

50

8

225*

200

100

50

20

—

—

12

250

225

125

65

50

40

25

18

275

250

150

70

55

45

30

24

350

275

200

130

100

60

35

32

450

325

275

150

120

75

50

* Length in feet

Definition & Scope A temporary sediment control practice composed of a degradable geotextile mesh tube filled with compost filter media to filter sediment and other pollutants associated with construction activity to prevent their migration offsite.

Condition Where Practice Applies Compost filter socks can be used in many construction site applications where erosion will occur in the form of sheet erosion and there is no concentration of water flowing to the sock. In areas with steep slopes and/or rocky terrain, soil conditions must be such that good continuous contact between the sock and the soil is maintained throughout its length. For use on impervious surfaces such as road pavement or parking areas, proper anchorage must be provided to prevent shifting of the sock or separation of the contact between the sock and the pavement. Compost filter socks are utilized both at the site perimeter as well as within the construction areas. These socks may be filled after placement by blowing compost into the tube pneumatically, or filled at a staging location and moved into its designed location.

5.

The compost infill shall be well decomposed (matured at least 3 months), weed-free, organic matter. It shall be aerobically composted, possess no objectionable odors, and contain less than 1%, by dry weight, of manmade foreign matter. The physical parameters of the compost shall meet the standards listed in Table 5.2 Compost Standards Table. Note: All biosolids compost produced in New York State (or approved for importation) must meet NYS DEC’s 6 NYCRR Part 360 (Solid Waste Management Facilities) requirements. The Part 360 requirements are equal to or more stringent than 40 CFR Part 503 which ensure safe standards for pathogen reduction and heavy metals content. When using compost filter socks adjacent to surface water, the compost should have a low nutrient value.

6.

The compost filter sock fabric material shall meet the

Design Criteria 1.

Compost filter socks will be placed on the contour with both terminal ends of the sock extended 8 feet upslope at a 45 degree angle to prevent bypass flow.

2. Diameters designed for use shall be 12” – 32” except

New York State Standards and Specifications For Erosion and Sediment Control

Page 5.7

November 2016

7.

Compost filter socks shall be anchored in earth with 2” x 2” wooden stakes driven 12” into the soil on 10 foot centers on the centerline of the sock. On uneven terrain, effective ground contact can be enhanced by the placement of a fillet of filter media on the disturbed area side of the compost sock.

8.

All specific construction details and material specifications shall appear on the erosion and sediment control constructions drawings when compost filter socks are included in the plan.

Maintenance 1.

Traffic shall not be permitted to cross filter socks.

2.

Accumulated sediment shall be removed when it reaches half the above ground height of the sock and disposed of in accordance with the plan.

3.

Socks shall be inspected weekly and after each runoff event. Damaged socks shall be repaired in the manner required by the manufacturer or replaced within 24 hours of inspection notification.

4.

Biodegradable filter socks shall be replaced after 6 months; photodegradable filter socks after 1 year. Polypropylene socks shall be replaced according to the manufacturer’s recommendations.

5.

Upon stabilization of the area contributory to the sock, stakes shall be removed. The sock may be left in place and vegetated or removed in accordance with the stabilization plan. For removal the mesh can be cut and the compost spread as an additional mulch to act as a soil supplement.

Table 5.1 - Compost Sock Fabric Minimum Specifications Table Material Type

3 mil HDPE

5 mil HDPE

5 mil HDPE

Multi-Filament Polypropylene (MFPP)

Heavy Duty MultiFilament Polypropylene (HDMFPP)

Material Characteristics

Photodegradable

Photodegradable

Biodegradable

Photodegradable

Photodegradable

Sock Diameters

12” 18”

12” 18” 24” 32”

12” 18” 24” 32”

12” 18” 24” 32”

12” 18” 24” 32”

Mesh Opening

3/8”

3/8”

3/8”

3/8”

1/8”

26 psi

26 psi

44 psi

202 psi

100% at 1000 hr.

100% at 1000 hr.

1 year

2 years

Tensile Strength

Ultraviolet Stability % Original Strength 23% at 1000 hr. 23% at 1000 hr. (ASTM G-155) Minimum Functional Longevity

6 months

9 months

6 months

Table 5.2 - Compost Standards Table

November 2016

Organic matter content

25% - 100% (dry weight)

Organic portion

Fibrous and elongated

pH

6.0 – 8.0

Moisture content

30% - 60%

Particle size

100% passing a 1” screen and 10 - 50% passing a 3/8” screen

Soluble salt concentration

5.0 dS/m (mmhos/cm) maximum

Page 5.8

New York State Standards and Specifications For Erosion and Sediment Control

Figure 5.2 Compost Filter Sock

New York State Standards and Specifications For Erosion and Sediment Control

Page 5.9

November 2016

STANDARD AND SPECIFICATIONS FOR GEOTEXTILE FILTER BAG

Materials and Installation 1.

Definition & Scope A temporary portable device through which sediment laden water is pumped to trap and retain sediment prior to its discharge to drainageways or off-site.

The geotextile material will have the following attributes: Minimum Grab Tensile Strength

200 lbs.

Minimum Grab Tensile Elongation

50 %

Minimum Trapezoid Tear Strength

80 lbs.

Mullen Burst Strength

380 psi

Minimum Puncture Strength

130 lbs

Apparent Opening Size

40 - 80 US sieve

Minimum UV Resistance

70%

Minimum Flow Thru Rate

70 gpm/sq ft

Condition Where Practice Applies

2.

On sites where space is limited such as urban construction or linear projects (e.g. roads and utility work) where rightsof-way are limited and larger de-silting practices are impractical.

The bag shall be sewn with a double needle machine using high strength thread, double stitched “Joe” type capable of minimum roll strength of 100 lbs/inch (ASTM D4884).

3.

The geotextile filter bag shall have an opening large enough to accommodate a 4 inch diameter discharge hose with an attached strap to tie off the bag to the hose to prevent back flow.

4.

The geotextile shall be placed on a gravel bed 2 inches thick, a straw mat 4 inches thick, or a vegetated filter strip to allow water to flow out of the bag in all directions.

Design Criteria 1.

2.

November 2016

Maintenance 1.

The geotextile filter bag is considered full when remaining bag flow area has been reduced by 75%. At this point, it should be replaced with a new bag.

2.

Disposal may be accomplished by removing the bag to an appropriate designated upland area, cut open, remove the geotextile for disposal, and spread sediment contents and seeded and mulched according to the vegetative plan.

Page 5.16

New York State Standards and SpecificaFor Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR SILT FENCE roll down. The area beyond the fence must be undisturbed or stabilized. 3.

The type of silt fence specified for each location on the plan shall not exceed the maximum slope length and maximum fence length requirements shown in the following table: Slope Length/Fence Length (ft.)

Definition & Scope A temporary barrier of geotextile fabric installed on the contours across a slope used to intercept sediment laden runoff from small drainage areas of disturbed soil by temporarily ponding the sediment laden runoff allowing settling to occur. The maximum period of use is limited by the ultraviolet stability of the fabric (approximately one year).

Conditions Where Practice Applies A silt fence may be used subject to the following conditions: 1.

Maximum allowable slope length and fence length will not exceed the limits shown in the Design Criteria for the specific type of silt fence used ; and

2.

Maximum ponding depth of 1.5 feet behind the fence; and

3.

Erosion would occur in the form of sheet erosion; and

4.

There is no concentration of water flowing to the barrier; and

5.

Soil conditions allow for proper keying of fabric, or other anchorage, to prevent blowouts.

Steepness

Standard

Reinforced

Super

<2%

< 50:1

300/1500

N/A

N/A

2-10%

50:1 to 10:1 125/1000

250/2000

300/2500

10-20%

10:1 to 5:1

100/750

150/1000

200/1000

20-33%

5:1 to 3:1

60/500

80/750

100/1000

33-50%

3:1 to 2:1

40/250

70/350

100/500

>50%

> 2:1

20/125

30/175

50/250

Standard Silt Fence (SF) is fabr ic r olls stapled to wooden stakes driven 16 inches in the ground. Reinforced Silt Fence (RSF) is fabr ic placed against welded wire fabric with anchored steel posts driven 16 inches in the ground. Super Silt Fence (SSF) is fabr ic placed against chain link fence as support backing with posts driven 3 feet in the ground. 4.

Silt fence shall be removed as soon as the disturbed area has achieved final stabilization.

The silt fence shall be installed in accordance with the appropriate details. Where ends of filter cloth come together, they shall be overlapped, folded and stapled to prevent sediment bypass. Butt joints are not acceptable. A detail of the silt fence shall be shown on the plan. See Figure 5.30 on page 5.56 for Reinforced Silt Fence as an example of details to be provided.

Criteria for Silt Fence Materials

Design Criteria

1.

1.

Design computations are not required for installations of 1 month or less. Longer installation periods should be designed for expected runoff.

2.

All silt fences shall be placed as close to the disturbed area as possible, but at least 10 feet from the toe of a slope steeper than 3H:1V, to allow for maintenance and

November 2016 tions

Slope

Page 5.54

New York State Standards and SpecificaFor Erosion and Sediment Control

Super Silt Fence Fabric Properties

Minimum Acceptable Value

Test Method

Grab Tensile Strength (lbs)

110

ASTM D 4632

Elongation at Failure (%)

20

ASTM D 4632

Mullen Burst Strength (PSI)

300

ASTM D 3786

Puncture Strength (lbs)

60

ASTM D 4833

Minimum Trapezoidal Tear Strength (lbs)

50

ASTM D 4533

Flow Through Rate (gal/ min/sf)

25

ASTM D 4491

Equivalent Opening Size

40-80

US Std Sieve ASTM D 4751

Minimum UV Residual (%)

70

ASTM D 4355

2.

Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross sectional area of 3.5 square inches. Steel posts will be standard T and U section weighing not less than 1.00 pound per linear foot. Posts for super silt fence shall be standard chain link fence posts.

3.

Wire Fence for reinforced silt fence: Wire fencing shall be a minimum 14 gage with a maximum 6 in. mesh opening, or as approved.

4.

Prefabricated silt fence is acceptable as long as all material specifications are met.

Reinforced Silt Fence

New York State Standards and Specifications For Erosion and Sediment Control

Page 5.55

November 2016

Figure 5.30 Reinforced Silt Fence

November 2016 tions

Page 5.56

New York State Standards and SpecificaFor Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION drainage area tributary to the inlet. The crest elevations of these practices shall provide storage and minimize bypass flow. Type I – Excavated Drop Inlet Protection This practice is generally used during initial overlot grading after the storm drain trunk line is installed.

Definition & Scope A temporary barrier with low permeability, installed around inlets in the form of a fence, berm or excavation around an opening, detaining water and thereby reducing the sediment content of sediment laden water by settling thus preventing heavily sediment laden water from entering a storm drain system.

Conditions Where Practice Applies

Limit the drainage area to the inlet device to 1 acre. Excavated side slopes shall be no steeper than 2:1. The minimum depth shall be 1 foot and the maximum depth 2 feet as measured from the crest of the inlet structure. Shape the excavated basin to fit conditions with the longest dimension oriented toward the longest inflow area to provide maximum trap efficiency. The capacity of the excavated basin should be established to contain 900 cubic feet per acre of disturbed area. Weep holes, protected by fabric and stone, should be provided for draining the temporary pool. Inspect and clean the excavated basin after every storm. Sediment should be removed when 50 percent of the storage volume is achieved This material should be incorporated into the site in a stabilized manner. Type II – Fabric Drop Inlet Protection

This practice shall be used where the drainage area to an inlet is disturbed, it is not possible to temporarily divert the storm drain outfall into a trapping device, and watertight blocking of inlets is not advisable. It is not to be used in place of sediment trapping devices. This pr actice shall be used with an upstream buffer strip if placed at a storm drain inlet on a paved surface. It may be used in conjunction with storm drain diversion to help prevent siltation of pipes installed with low slope angle. Types of Storm Drain Inlet Practices There are five (5) specific types of storm drain inlet protection practices that vary according to their function, location, drainage area, and availability of materials: I. Excavated Drop Inlet Protection II. Fabric Drop Inlet Protection III. Stone & Block Drop Inlet Protection IV. Paved Surface Inlet Protection V. Manufactured Insert Inlet Protection

This practice is generally used during final elevation grading phases after the storm drain system is completed. Limit the drainage area to 1 acre per inlet device. Land area slope immediately surrounding this device should not exceed 1 percent. The maximum height of the fabric above the inlet crest shall not exceed 1.5 feet unless reinforced.

The top of the barrier should be maintained to allow overflow to drop into the drop inlet and not bypass the inlet to

Page 5.57

November 2016

unprotected lower areas. Support stakes for fabric shall be a minimum of 3 feet long, spaced a maximum 3 feet apart. They should be driven close to the inlet so any overflow drops into the inlet and not on the unprotected soil. Improved performance and sediment storage volume can be obtained by excavating the area.

materials and any unstable soil and dispose of properly. Bring the disturbed area to proper grade, smooth, compact and stabilize in a manner appropriate to the site. Type IV – Paved Surface Inlet Protection

Inspect the fabric barrier after each rain event and make repairs as needed. Remove sediment from the pool area as necessary with care not to undercut or damage the filter fabric. Upon stabilization of the drainage area, remove all materials and unstable sediment and dispose of properly. Bring the adjacent area of the drop inlet to grade, smooth and compact and stabilize in the appropriate manner to the site. Type III – Stone and Block Drop Inlet Protection This practice is generally used during the initial and intermediate overlot grading of a construction site. Limit the drainage area to 1 acre at the drop inlet. The stone barrier should have a minimum height of 1 foot and a maximum height of 2 feet. Do not use mortar. The height should be limited to prevent excess ponding and bypass flow.

This practice is generally used after pavement construction has been done while final grading and soil stabilization is occurring. These practices should be used with upstream buffer strips in linear construction applications, and with temporary surface stabilization for overlot areas, to reduce the sediment load at the practice. This practice includes sand bags, compost filter socks, geo-tubes filled with ballast, and manufactured surface barriers. Pea gravel can also be used in conjunction with these practices to improve performance. When the inlet is not at a low point, and is offset from the pavement or gutter line, protection should be selected and installed so that flows are not diverted around the inlet.

Recess the first course of blocks at least 2 inches below the crest opening of the storm drain for lateral support. Subsequent courses can be supported laterally if needed by placing a 2x4 inch wood stud through the block openings perpendicular to the course. The bottom row should have a few blocks oriented so flow can drain through the block to dewater the basin area. The stone should be placed just below the top of the blocks on slopes of 2:1 or flatter. Place hardware cloth of wire mesh with ½ inch openings over all block openings to hold stone in place. As an optional design, the concrete blocks may be omitted and the entire structure constructed of stone, ringing the outlet (“doughnut”). The stone should be kept at a 3:1 slope toward the inlet to keep it from being washed into the inlet. A level area 1 foot wide and four inches below the crest will further prevent wash. Stone on the slope toward the inlet should be at least 3 inches in size for stability and 1 inch or smaller away from the inlet to control flow rate. The elevation of the top of the stone crest must be maintained 6 inches lower than the ground elevation down slope from the inlet to ensure that all storm flows pass over the stone into the storm drain and not past the structure. Temporary diking should be used as necessary to prevent bypass flow. The barrier should be inspected after each rain event and repairs made where needed. Remove sediment as necessary to provide for accurate storage volume for subsequent rains. Upon stabilization of contributing drainage area, remove all November 2016 tions

Page 5.58

New York State Standards and SpecificaFor Erosion and Sediment Control

The drainage area should be limited to 1 acre at the drain inlet. All practices will be placed at the inlet perimeter or beyond to maximize the flow capacity of the inlet. Practices shall be weighted, braced, tied, or otherwise anchored to prevent movement or shifting of location on paved surfaces. Traffic safety shall be integrated with the use of this practice. All practices should be marked with traffic safety cones as appropriate. Structure height shall not cause flooding or by-pass flow that would cause additional erosion. The structure should be inspected after every storm event. Any sediment should be removed and disposed of on the site. Any broken or damaged components should be replaced. Check all materials for proper anchorage and secure as necessary. Type V - Manufactured Insert Inlet Protection

The drainage area shall be limited to 1 acre at the drain inlet. All inserts will be installed and anchored in accordance with the manufacturers recommendations and design details. The fabric portion of the structure will equal or exceed the performance standard for the silt fence fabric. The inserts will be installed to preserve a minimum of 50 percent of the open, unobstructed design flow area of the storm drain inlet opening to maintain capacity for storm events.

New York State Standards and Specifications For Erosion and Sediment Control

Page 5.59

November 2016

Figure 5.31 Excavated Drop Inlet Protection

November 2016 tions

Page 5.60

New York State Standards and SpecificaFor Erosion and Sediment Control

Figure 5.32 Fabric Drop Inlet Protection

New York State Standards and Specifications For Erosion and Sediment Control

Page 5.61

November 2016

Figure 5.33 Stone & Block Drop Inlet Protection

November 2016 tions

Page 5.62

New York State Standards and SpecificaFor Erosion and Sediment Control

STANDARD AND SPECIFICATIONS FOR SEDIMENT BASIN Design Criteria Compliance with Laws and Regulations Design and construction shall comply with state and local laws, ordinances, rules and regulations, including permits. Location - Maximum Drainage Area = 50 acres

Definition & Scope A temporary basin with a barrier or dam constructed across a drainage way or at other suitable locations to intercept sediment-laden runoff and reduce the amount of sediment leaving the disturbed area in order to protect drainageways, properties, and rights-of-way below the sediment basin.

Conditions Where Practice Applies A sediment basin is appropriate where physical site conditions or land ownership restrictions preclude the installation of other control measures to adequately control runoff, erosion, and sedimentation. However, it is required that other erosion control measures be used with the sediment basin. The basin may be used below construction operations which expose critical areas to soil erosion. The basin shall be maintained until the disturbed area is protected against erosion by permanent stabilization. This standard applies to the installation of temporary sediment basins on sites where: (a) failure of the structure would not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities; (b) the drainage area does not exceed 50 acres; and (c) the basin is to be removed within 36 months after the beginning of construction of the basin. Permanent (to function mor e than 36 months) sediment basins, or structures that temporarily function as a sediment basin but are intended for use as a permanent pool shall be classified as permanent structures and shall conform to criteria appropriate for permanent structures. These structures shall be designed and constructed to conform to NRCS Standard And Specification No. 378 for Ponds in the National Handbook of Conservation Practices and the New York State Department of Environmental Conservation, "Guidelines for the Design of Dams."

New York State Standards and Specifications For Erosion and Sediment Control

The sediment basin should be located to obtain the maximum storage benefit from the terrain and for ease of cleanout of the trapped sediment. It should be located to minimize interference with construction activities and construction of utilities. Whenever possible, sediment basins should be located so that storm drains may outfall or be diverted into the basin. Do not locate basins in perennial streams. Size and Shape of the Basin The sediment basin will contain two separate zones. The lowest zone is the sediment storage zone. This zone is sized for a volume equal to 1,000 cubic feet per disturbed acre over the course of the life of the project, contributing to the basin as measured from the bottom of the basin to the bottom of the dewatering zone. It shall have a minimum depth of 1 foot. Layered above this zone is the dewatering zone. This zone is sized for a minimum volume equal to 3,600 cubic feet per each acre draining to the basin. This volume is temporarily stored between the sediment storage zone and the crest of the principal spillway. This zone should be a minimum of 3 feet deep. See Figures 5.8 and 5.9 on pages 5.26 and 5.27. This 3,600 cubic feet per acre is equivalent to one inch of sediment per acre of drainage area. The entire drainage area is used for this computation, rather than the disturbed area above, to maximize trapping efficiency. The length to width ratio shall be 2:1 or greater, where length is the distance between the inlet and outlet. A wedge shape shall be used with the inlet located at the narrow end. See Figure 5.22 on page 5.41. Surface Area Research studies (Barfield and Clar 1985; Pitt, 2003) indicate that the following relationship between surface area and peak inflow rate gives a trapping efficiency of 75% for silt loam soils, and greater than 90% for loamy sand soils: A = 0.01 Qp or, A = 0.015x D.A. (whichever is greater) where,

Page 5.19

November 2016

A = the basin surface area, acres, measured at the service spillway crest; and

B. Watertight riser and barrel assembly: The riser and all pipe connections shall be completely watertight except for the inlet opening at the top, or a dewatering opening. There shall not be other holes, leaks, rips, or perforations in the structure.

Qp = the peak inflow rate for the design storm. (The minimum design storm will be a 10 year, 24 hour storm under construction conditions).

C. Dewatering the basin:

D.A. = contributing drainage area.

1) Preferred Method- The preferred method for dewatering sediment basins is by using surface skimmers to decant the cleaner top surface water from the basin as the sediment settles out. See Dewatering Device Standard, page 5.10.

Sediment basins shall be cleaned out when the sediment storage zone volume described above is reduced by 50 percent, except in no case shall the sediment level be permitted to build up higher than one foot below the bottom of the dewatering zone. At this elevation, cleanout shall be performed to restore the original design volume to the sediment storage zone.

2) Alternative Method– A fixed vertical riser pipe configured with perforations and filter fabric with a cone of pea gravel or small crushed stone is an alternative option for use. See Figure 5.5 on page 5.14.

The elevation corresponding to the maximum allowable sediment level shall be determined and shall be stated in the design data as a distance below the top of the riser and shall be clearly marked on the riser.

The sediment basin dewatering system shall be designed to release the dewatering zone volume between 2 to 7 days in watersheds not impaired by sediment, and 4-7 days in sediment impaired watersheds (check the NYSDEC Waterbody Inventory/Priority Waterbody List - http:// www.dec.ny.gov/chemical/36730.html, to see if your site is in an impaired watershed). The design performance range will depend on the percent of silt and clay in the soils tributary to the basin. If the performance of the basin does not meet water quality objectives after 7 days, chemical treatment may be necessary.

The basin dimensions necessary to obtain the required basin volume as stated above shall be clearly shown on the plans to facilitate plan review, construction, and inspection. Spillway Design Runoff shall be computed by standard accepted hydrologic methods noted previously in this book of standards. Runoff computations shall be based upon the worst soil cover conditions expected to prevail in the contributing drainage area during the anticipated effective life of the structure. The combined capacities of the pr incipal and emergency spillway shall be sufficient to pass the peak rate of runoff from a ten (10) year frequency, 24 hour duration storm. 1.

D. Anti-vortex device and trash rack: An anti-vortex device and trash rack shall be securely installed on top of the riser and shall be the concentric type as shown in Figure 5.13 and 5.14 on pages 5.31 and 5.32. E. Base: The riser shall have a base attached with a watertight connection and shall have sufficient weight to prevent flotation of the riser. Two approved bases for risers ten feet or less in height are: 1) a concrete base 18 in. thick with the riser embedded 9 in. in the base, and 2) a ¼” minimum thickness steel plate attached to the riser by a continuous weld around the circumference of the riser to form a watertight connection. The plate shall have 2.5 feet of stone, gravel, or compacted earth placed on it to prevent flotation. In either case, each side of the square base shall be twice the riser diameter.

November 2016

For risers greater than ten feet high, computations

Page 5.20

New York State Standards and SpecificaFor Erosion and Sediment Control

shall be made to design a base which will prevent flotation. The minimum factor of safety shall be 1.20 (Downward forces = 1.20 x upward forces). See Figure 5.15 on page 5.33 for details.

discharge occurs at the property line, drainage easements will be obtained in accordance with local ordinances. Adequate notes and references will be shown on the erosion and sediment control plan.

Protection against scour at the discharge end of the pipe spillway shall be provided. Measures may include basin, riprap, revetment, excavated plunge pools, or other approved methods. See Standard and Specification for Rock Outlet Protection, Section 3, page 3.39. 2.

2) Collar spacing shall be between 5 and 14 times the vertical projection of each collar. 3) All collars shall be placed within the saturation zone. 4) The assumed normal saturation zone (phreatic line) shall be determined by projecting a line at a slope of 4 horizontal to 1 vertical from the point where the normal water (riser crest) elevation touches the upstream slope of the fill to a point where this line intersects the invert of the pipe conduit. All fill located within this line may be assumed as saturated.

When anti-seep collars are used, the equation for revised seepage length becomes:

P = vertical projection of collar from pipe, in feet. 5) All anti-seep collars and their connections shall be watertight. See Figures 5.16 and 5.17 on pages 5.34 and 5.35 for anti-seep collar design and Figure 5.18 on page 5.36 for construction details. Seepage diaphragms may be used in lieu of anti-seep collars. They shall be designed in accordance to USDA NRCS Pond Standard 378. G. Outlet: An outlet shall be provided, including a means of conveying the discharge in an erosion free manner to an existing stable channel. Where

New York State Standards and Specifications For Erosion and Sediment Control

Embankment Cross-Section 1.

The maximum height of dam = 15 feet (measured from the low point of original ground at the downstream toe to the top of the dam).

2.

Minimum top width of dam = 10 feet.

Page 5.21

November 2016

3.

Side slopes shall be 2.5 to 1 or flatter.

Entrance of Runoff into Basin Points of entrance of surface runoff into excavated sediment basins shall be protected to prevent erosion. Considerable care should be given to the major points of inflow into basins. In many cases the difference in elevation of the inflow and the bottom of the basin is considerable, thus creating a potential for severe gullying and sediment generation. Often a riprap drop at major points of inflow would eliminate gullying and sediment generation. Diversions, grade stabilization structures or other water control devices shall be installed as necessary to ensure direction of runoff and protect points of entry into the basin. Points of entry should be located so as to ensure maximum travel distance of entering runoff to point of exit (the riser) from the basin. Disposal The sediment basin plans shall indicate the method (s) of disposing of the sediment removed from the basin. The sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the basin, adjacent to a stream or floodplain. Disposal sites will be covered by an approved sediment control plan. The sediment basins plans shall also show the method of disposing of the sediment basin after the drainage area is stabilized, and shall include the stabilization of the sediment basin site. Water contained within the storage areas shall be removed from the basin by pumping, cutting the top of the riser, or other appropriate method prior to removing or breaching the embankment. Sediment shall not be allowed to flush into a stream or drainageway. Chemical Treatment Precipitation of sediment is enhanced with the use of specific chemical flocculants that can be applied to the sediment basin in liquid, powder, or solid form. Flocculants include anionic polyelectrolytes such as polyacrylimides, aluminum sulfate (alum), polyaluminum chloride and chitosan. Cationic polyelectrolytes have a greater toxicity to fish and other aquatic organisms than anionic polyelectrolytes because they bind to the gills of fish resulting in respiratory failure (Pitt, 2003).

November 2016

Chemical treatment shall not be substituted for proper erosion and sediment control. To reduce the need for flocculants, proper controls include planning, phasing, sequencing and practice design in accordance to NY Standards. Chemical applications shall not be applied without written approval from the NYSDEC. Safety Sediment basins are attractive to children and can be very dangerous. Local ordinances and regulations must be adhered to regarding health and safety. The developer or owner shall check with local building officials on applicable safety requirements. If fencing of sediment basins is required, the location of and type of fence shall be shown on the plans.

Construction Specifications Site Preparation Areas under the embankment shall be cleared, grubbed, and stripped of topsoil to remove trees, vegetation, roots, or other objectionable material. In order to facilitate cleanout and restoration, the pool area (measured at the top of the pipe spillway) will be cleared of all brush, trees, and other objectionable materials. Cutoff-Trench A cutoff trench shall be excavated along the centerline of earth fill embankments. The minimum depth shall be two feet. The cutoff trench shall extend up both abutments to the riser crest elevation. The minimum bottom width shall be four feet, but wide enough to permit operation of excavation and compaction equipment. The side slopes shall be no steeper than 1:1. Compaction requirements shall be the same as those for embankment. The trench shall be dewatered during the back-filling/compaction operations. Embankment The fill material shall be taken from approved areas shown on the plans. It shall be clean mineral soil free of roots, woody vegetation, oversized stones, rocks, or other objectionable material. Relatively pervious materials such as sand or gravel (Unified Soil Classes GW, GP, SW & SP) shall not be placed in the embankment. Areas on which fill is to be placed shall be scarified prior to placement of fill. The fill material shall contain sufficient moisture so that it can be formed by hand into a ball without crumbling. If water can be squeezed out of a ball, it is too wet for proper compaction. Fill material shall be placed in six to eightinch thick continuous layers over the entire length of the fill. Compaction shall be obtained by routing and hauling the construction equipment over the fill so that the entire surface of each layer of the fill is traversed by at least one Page 5.22

New York State Standards and SpecificaFor Erosion and Sediment Control

wheel or tread track of the equipment or by the use of a compactor. The embankment shall be constructed to an elevation 10 percent higher than the design height to allow for settlement.

Maintenance 1.

Repair all damages caused by soil erosion and construction equipment at or before the end of each working day.

Pipe Spillway

2.

Sediment shall be removed from the basin when it reaches the specified depth for cleanout noted on the plans which will not exceed 50% of the capacity of the sediment storage zone. This sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the embankment, adjacent to a stream or floodplain.

The riser shall be securely attached to the barrel or barrel stub by welding the full circumference making a watertight structural connection. The barrel stub must be attached to the riser at the same percent (angle) of grade as the outlet conduit. The connection between the riser and the riser base shall be watertight. All connections between barrel sections must be achieved by approved watertight bank assemblies. The barrel and riser shall be placed on a firm, smooth foundation of impervious soil. Pervious materials such as sand, gravel, or crushed stone shall not be used as backfill around the pipe or anti-seep collars. The fill material around the pipe spillway shall be placed in four-inch layers and compacted under and around the pipe to at least the same density as the adjacent embankment.

Final Disposal

A minimum depth of two feet of hand compacted backfill shall be placed over the pipe spillway before crossing it with construction equipment. Steel base plates on risers shall have at least 2 ½ feet of compacted earth, stone, or gravel placed over it to prevent flotation.

When temporary structures have served their intended purpose and the contributing drainage area has been properly stabilized, the embankment and resulting sediment deposits are to be leveled or otherwise disposed of in accordance with the approved sediment control plan. The proposed use of a sediment basin site will often dictate final disposition of the basin and any sediment contained therein. If the site is scheduled for future construction, then the basin material and trapped sediments must be removed, safely disposed of, and backfilled with a structural fill. When the basin area is to remain open space, the pond may be pumped dry, graded, and backfilled.

Emergency Spillway

Information to be Submitted

The emergency spillway shall be installed in undisturbed ground. The achievement of planned elevations, grades, design width, entrance and exit channel slopes are critical to the successful operation of the emergency spillway and must be constructed within a tolerance of +/- 0.2 feet.

Sediment basin designs and construction plans submitted for review to a local municipality, New York State DEC, New York City DEP, Soil and Water Conservation District, or other agency shall include the following: 1.

Specific location of the basin.

2.

Plan view of the storage basin and emergency spillway, showing existing and proposed contours.

3.

Cross section of dam, principal spillway, emergency spillway, and profile of emergency spillway.

4.

Details of pipe connections, riser to pipe connections, riser base, anti-seep control, trash rack cleanout elevation, and anti-vortex device.

5.

Runoff calculations for 1 and 10-year frequency storms, if required.

6.

Storage Computations

Vegetative Treatment Stabilize the embankment and emergency spillway in accordance with the appropriate vegetative standard and specification immediately following construction. In no case shall the embankment remain unstabilized for more than three (3) days. Erosion and Pollution Control Construction operations shall be carried out in such a manner that erosion and water pollution will be minimized. State and local laws shall be complied with concerning pollution abatement. Safety

A. Zones total required

State and local requirements shall be met concerning fencing and signs, warning the public of hazards of soft sediment and floodwater.

B. Zones total Available

New York State Standards and Specifications For Erosion and Sediment Control

C. Elevation of sediment at which cleanout shall be required; also stated as a distance from the riser Page 5.23

November 2016

MRB PROJECT NO. 3356.17000.000 Stormwater Pollution Prevention Plan Report 764 Ridge Road – Vital Signs Building Addition September 2026

MAINTENANCE GUIDANCE Stormwater Management Practices March 31, 2017

FINAL

Section 1. Introduction 1.1. Stormwater Management Practice (SMP) Groups Stormwater management has become an important function for municipalities to address the quality of local water resources and to adhere to state standards. Increasingly, stormwater management practices (SMPs) are constructed as part of new development or redevelopment projects as retrofits to existing infrastructure and/or as part of local watershed restoration plan efforts. While SMPs are proliferating, municipalities are charged with a certain level of implementation and oversight. Whether this is a new function for a municipality or an expansion of existing programs, it is important for these local programs to have some degree of guidance to successfully meet the challenge. One important area where guidance has been lacking is how to properly operate and maintain the wide range of SMPs that are constructed. This chapter was developed to address this need. It is widely understood that SMPs will not function properly to protect water resources without attention to operation and maintenance (O&M), and that O&M tasks and responsibilities must be identified and assumed by various stakeholders. The chapter is structured around a hierarchy concept where O&M responsibilities are addressed by SMP owners/property managers, municipal staff, landscape contractors and professionals with knowledge in stormwater management (Qualified Professional). The hierarchy approach, explained in more detail below in Section 1.2, strives for a cost-efficient way to ensure long-term performance of SMPs. The maintenance procedures described in this chapter are applied to ten separate SMP groups (Table 1.1). These same ten groups are used to separate maintenance inspection guidance, costs, and other guidance in the chapter. Table 1.1 Practices Discussed in this Chapter, by Group SMP Group Rainwater Harvesting

Practices Included  Rain Barrel  Cistern  Rooftop Disconnection

Disconnection and Sheetflow

 Sheetflow to Filter Strip  Sheetflow to Riparian Buffers

Swales Tree Planting

 Vegetated Swale  Wet Swale  Tree Planting  Bioretention Cell  Dry Swale

Bioretention

 Rain Garden  Stormwater Planters  Tree Pits

Green Roofs Permeable Pavements

Ponds and Wetlands

 Green Roofs  Permeable Pavers  Porous Asphalt/Concrete  Wet Pond Design Options  Stormwater Wetland Design Options  Infiltration Trench

Infiltration

 Infiltration Basin  Dry Well  Surface Sand Filters

Sand and Organic Filters

 Underground Sand Filters  Underground Organic Filters

Maintenance Guidance

3

1.2. Maintenance Hierarchy SMPs require inspections and maintenance to identify small problems before they become more serious and expensive to repair. For example, removing a small amount of sediment from a filtering medium or permeable pavement surface is much less expensive than replacing a surface that has already become clogged. However, it can be cost prohibitive for most communities or SMP owners to hire highly trained staff or contractors to inspect these practices or to carry out the actual maintenance tasks. This can be especially true with the advent of “micro-scale” Green Infrastructure practices, which may be distributed across many individual public and private properties, and where the absolute number of SMPs within a municipality may exceed local government inspection and maintenance capabilities. Many SMP maintenance problems start out as fairly small, easily rectified issues as long as they are detected early enough through an inspection. For these issues, property owners or managers can likely take care of the issue in an expedient and cost-effective manner. However, at some point, property owners or managers will encounter an issue where diagnosing the problem and knowing the appropriate remedy will exceed their technical capabilities. At this point, an individual with training in SMP inspection, operation and maintenance, such as a municipal inspector or landscape contractor, may have to be called in for assistance. Similarly, some problems escalate to the point where a Qualified Professional (i.e. professional engineer or landscape architect) is needed to bring the SMP back to a good functioning condition. The Qualified Professional may need to bring in other experts to assess problems with the SMP. For instance, they may call in a horticulturalist to assess problems with the planting plan.

Figure 1.1 The SMP Maintenance Hierarchy Pyramid

Acknowledging this step-wise approach to SMP inspection and maintenance, the SMP Maintenance Hierarchy concept was developed. The concept uses a combination of skill levels (Figure 1.1) as explained in more detail below.

Level 1: Property Owners and Managers, Interns, etc. This category includes property owners, property managers, or HOA representatives, for privately owned SMPs. For municipally owned SMPS, this could include municipal maintenance staff or interns, and volunteers. These individuals would typically have no or only very limited training in stormwater maintenance and inspection but can use available guidance to quickly identify and rectify common and simple issues with SMP performance. This level completes routine inspections and maintenance activities. For most SMPs, the majority of inspection and maintenance activities can be conducted at this skill level, thus Level 1 forms the base of the Maintenance Hierarchy pyramid. Many well-functioning SMPs can be adequately maintained for long periods of time using Level 1 capabilities. Although many issues can be addressed at Level 1, these inspectors and maintainers need a relief valve when the SMP problems become harder to diagnose and/or the remedies require a higher level of resources and expertise. Such issues are referred to in this chapter as “kick-outs to Level 2.” For instance, an SMP may have a minor amount of sediment that has accumulated at inlets or on the practice bottom. A Level 1 person may be able to take care of this with a flat shovel and wheel barrow. However, a Level 2 inspection would be triggered if the sediment is deep, widespread, keeps recurring, and/or requires more sophisticated equipment to remove.

Level 2: Trained Municipal Staff This level of inspection and maintenance is conducted primarily by municipal employees or landscape contractors who have completed training on SMP, inspection, operation and maintenance. Level 2 inspections can take place in response to two circumstances: 1. As part of an ongoing, routine municipal inspection program whereby SMPs are visited on a rotating basis at a frequency established by the local program, or Maintenance Guidance

4

2. In response to a “kick-out” from a Level 1 inspector based on a specific problem or problems. Circumstance #2 obviously will require coordination and communication between the Level 1 and Level 2 inspectors, with documentation and background provided by the Level 1 inspector. This is an essential part of making the hierarchy approach successful. In the example above, the Level 2 inspector can better diagnose the sources of the sediment, whether the sediment is affecting performance of the SMP, and the specific tasks needed to remove the sediment and abate the source. As with kick-outs from Level 1 to Level 2, the same can exist from Level 2 to Level 3. It may be that the Level 2 inspector encounters a problem where a Qualified Professional is needed to re-design certain components of the SMP, and a qualified contractor is needed to undertake a more serious repair. This is when Level 3 is activated.

Level 3: Qualified Professionals Qualified professionals include professional engineers and landscape architects, who can revisit design issues associated with chronic or serious problems. For repair and maintenance of the SMPs at this level, individuals with specific skills and certifications, such as a certified plumber who has experience working with rainwater harvesting practices or a horticulturalist with knowledge on proper plantings may need to be called in by the Qualified Professional. Level 3 inspection or maintenance is triggered in response to specific problems identified during a Level 2 inspection. Continuing with the example above, the Level 2 inspector identifies that the sediment is accumulating in the SMP because of the lack of pre-treatment or that the practice is not sized properly for its drainage area. The Level 2 inspector at this point should consult a Qualified Professional (Level 3) who can go back to the original or as-built plan and develop workable solutions. Table 1.2 further describes how maintenance and inspection activities differ among the three levels of the SMP Maintenance Hierarchy. Table 1.2 Maintenance/Inspection Hierarchy Levels Level 1: Owners and Untrained Staff

Level 2: Trained Municipal Staff

Level 3: Qualified Professionals

Qualifications/ Training of Inspectors

No special training, but person is provided educational materials

On-the-job training and/or short workshops Define adequate training or provide examples

Professional License such as a PE or RLA

Frequency of Inspection

At least annually

Routine as determined by the local program OR as kick-out from Level 1 inspection

Only as needed from Level 2 inspection

Inspection Guidance

Checklists are included for each practice group in Section 2 of this chapter and in Appendix A.

Guidance for the inspection is included in Section 3, and checklists are included in Appendix B.

Section 4 includes guidance for diagnosing typical problems.

Typical Maintenance Activities

Routine mowing. Trash removal. Plant care and upkeep. Mulching as needed. Removal of small amounts of sediment from pretreatment areas of the practice.

Removal of larger amounts of sediment. Structural damage repair. Minor regrading and scarification of soil surface to restore permeability.

Redesign an improperly functioning practice. Includes regrading of the contributing drainage area, replacing soil media and plantings (new planting plan), or modifying conveyance structures.

Triggers for Inspection or Maintenance by this Level

Regular inspection (no trigger)

Level 1 Inspection Sheets (Section 2) describe triggers that warrant a Level 2 Inspection.

Level 2 Inspection Guidance (Section 3) describes triggers that warrant a Level 3 Inspection.

Maintenance Guidance

5

1.3. Using the Remainder of this Chapter This chapter provides guidance for maintaining SMPs, including inspection, maintenance activities, and maintenance planning. The chapter includes four sections as follows: 

Section 2 outlines Level 1 inspection and maintenance procedures in the form of visual checklists. This includes guidance for inspection of each of the 10 SMP groups/categories included in this chapter, as well as specific kickouts for Level 2.



Section 3 provides guidance for Level 2 inspections as to observed conditions, remedies, and triggers for Level 3.



Section 4 is most relevant to Level 3 and includes diagnostic measures for specific problems, as well as guidance for performing repair activities.



Section 5 provides an overview of planning for maintenance, including techniques for estimating maintenance costs and elements of a maintenance plan.

Section 2. Level 1 Inspections 2.1. How to Use this Section Section 2 provides guidance for Level 1 inspections of 10 groups of stormwater management practices (SMPs). See Section 1 of this chapter for an explanation of Level 1 in the Maintenance Hierarchy. 

Section 2.2 provides general guidance for Level 1 inspections.



Sections 2.3 through 2.12 provide detailed Level 1 inspection guidance and inspection forms for each of the 10 practice categories: o

2.3

Rainwater Harvesting

o

2.4

Disconnection and Sheetflow

o

2.5

Swales

o

2.6

Tree Planting

o

2.7

Bioretention

o

2.8

Green Roofs

o

2.9

Permeable Pavement

o

2.10

Ponds and Wetlands

o

2.11

Infiltration

o

2.12

Sand and Organic Filters

2.2. General Guidance for Level 1 Inspections Regardless of which practice you are inspecting, some key procedures and equipment are necessary. Read through this guidance before going on an inspection, and use the specific guidance in Sections 2.3 through 2.12 for the particular practice type you are inspecting. The Level 1 Inspection can be completed with minimal previous training. Typical Level 1 inspectors may include a property owner or manager (for private SMPs) or perhaps an intern or maintenance or landscape crew members in the case of a publicly owned practice. Level 1 inspections are the most frequent inspections. They are designed to identify key maintenance issues before they become more serious and to help keep up with routine maintenance tasks.

Maintenance Guidance

6

When to Conduct a Level 1 Inspection The Level 1 Inspection should be conducted at least annually for all practices and is often supplemented with additional visits after large storms, winter salting and sanding, or other seasonal changes. In addition, it is recommended that inspections take place more frequently during the first few years after installation of an SMP. Many issues can be identified and corrected during this early period so that they do not lead to larger problems in subsequent years. Plant establishment and health is one of these key issues. Once the SMP is stable and seems to be functioning properly, the inspections can become less frequent.

What to Take into the Field The Level 1 Inspection is fairly simple, and it is assumed that very little measurement will be needed. However, the inspector should take pictures to document findings and should also keep a record of the inspections. The list of needs for the Level 1 Inspection includes the following: 1. Safety vest (if SMP is located in an area near traffic) 2. Notes or records from past inspections 3. Digital camera or phone 4. Clipboard and pencils (if using paper forms), or Tablet or smartphone if using digital forms 5. Bug spray (if needed) 6. Sun block (if needed) 7. Tape measure (optional, to measure pipe sizes and SMP dimensions) 8. Letter of permission to access property if the inspector is from an outside agency (e.g., summer intern working for the municipality) 9.

Site Plan showing SMPs, Planting Plan (includes planting/seed mixes) and details

10. Engineers scale 11. Flagging/stakes and waterproof marker (to mark problem areas that need to be visited again)

Checklist and Follow-Up Actions The Level 1 Inspection checklists included in Sections 2.3 through 2.12 describe follow-up actions for each observed condition (See Figure 2.2.1 for an example). A Level 1 Inspection Table is available for each component or key area of the particular SMP group. Use as follows: 

Check the box in the LEFT column if the problem is present at the site.



Check the appropriate follow-up actions in the RIGHT column, or add your own as needed to fix the problem.



DOCUMENT all your actions. Keep copies of the Level 1 inspection tables, plus notes, photos, or other documentation of corrective measures to fix problems. Record dates of actions and any follow-up inspections. This will be important for communicating with Level 2 inspectors and/or the local stormwater program.



Activate a Level 2 Inspection (Section 3) as guided by the table (shown in blue cells): These blue cells identify conditions when a more detailed inspection will be needed to further diagnose problems. As the problem becomes more severe, it will be necessary to activate a Level 2 inspection. Consult the local stormwater program authority for the most appropriate Level 2 inspection option.

Maintenance Guidance

7

2.7. Bioretention Areas of Bioretention Key areas to inspect for Bioretention include the following: 

BR 1. Drainage Area



BR 2. Inlets



BR 3. Bioretention Ponding Area



BR 4. Vegetation



BR 5. Outlets









Figure 2.7.1. Key Areas for Level 1 Inspection of Bioretention

For the purposes of this chapter, the term “Bioretention cell” will be used to generally describe these practices.

Maintenance Guidance

23

Bioretention Level 1 Inspection The Level 1 Inspection focuses on the Drainage Area (BR1), Inlets (BR2), Bioretention Ponding Area (BR3), Vegetation (BR4), and Outlets (BR5). This inspection should be conducted on a regular basis, with an early spring inspection to ensure that the practice has survived the winter, particularly if there has been a significant amount of snow. An inspection during the growing season or in the early fall is also recommended to check on the health of vegetation. BR 1. Drainage Area Description: The drainage area sends runoff to and is uphill from the Bioretention cell. When it rains, water runs off and flows to the Bioretention cell and ponds within the cell temporarily (usually for no more than 48 hours). Sometimes, the runoff will contain dirt, grit, grass clippings, oil, or other substances that SHOULD NOT be directed to the Bioretention area. Instruction: Look for areas that are uphill from the Bioretention cell. Consult Table 2.7.1 below. Table 2.7.1 BR Drainage Area Problem (Check if Present)

Follow-Up Actions   





Maintenance Guidance

Bare soil, erosion of the ground (rills washing out the dirt)

Piles of grass clippings, mulch, dirt, salt, or other materials

Open containers of oil, grease, paint, or other substances





Seed and mulch areas of bare soil to establish vegetation. Fill in erosion areas with soil, compact, and seed and straw to establish vegetation. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. Other:



Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.



Remove or cover piles of grass clippings, mulch, dirt, etc.



Other:



Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.



Other:

24

BR 2. Inlets Description: The inlets to a Bioretention cell are where water flows into the cell. Depending on the design, water can flow in through: 

Curb cuts or openings in a parking lot or roadway



Pipes or ditches that carry water into the Bioretention cell from the drainage area



Flow directly over the land surface (known as “sheetflow”), sometimes across a strip of rock or stone

Figure 2.7.2 Bioretention Cell Inlets CSN, 2013

Maintenance Guidance

25

Follow-Up Actions 

     

Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.



Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.



For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor. Other:







Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Bioretention cell.

Maintenance Guidance

Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots. Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell. Dispose of all material properly where it will not re-enter the Bioretention cell. Other:



Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets, and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified.

26

BR 3. Bioretention Ponding Area Description: The ponding area fills up with water during a rainstorm. If you picture the Bioretention cell as a bathtub, there is the bottom (usually flat surface), side slopes (areas that slope down to the bottom from the surrounding ground), and berms or structures that control the depth to which water ponds. Instruction: Examine the entire Bioretention surface and side slopes. Consult the table below for possible problems. Table 2.7.3 BR Ponding Area Problem (Check if Present)

Follow-Up Actions



  

Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.





 

  

Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms. Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface. Other:

Minor areas of sediment, grit, trash, or other debris are accumulating on the bottom.

Maintenance Guidance

Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell. If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible. Remove trash, vegetative debris, and other undesirable materials. Other:

Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2inches deep and covers 25% or more of the Bioretention surface. Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding; see BR-4, Vegetation.

27

   





There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain areas. Source: Stormwater Maintenance, LLC.







 





The bottom of the Bioretention cell is not flat, and the water pools at one end, along an edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that Bioretention surface is intended to be flat. Check during or immediately after a rainstorm.

Try filling the eroded areas with clean topsoil or sand, and cover with mulch. If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas. If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area. Other:

Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the Bioretention cell. Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.

If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface. Check the surface with a string and bubble level to get the surface as flat as possible. Other:



Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half of the Bioretention surface area, and there seem to be elevation differences of more than a couple of inches across the surface.



Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection.

Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly.

Maintenance Guidance

28

BR 4. Vegetation Description: The health of vegetation within the Bioretention cell is perhaps the most critical maintenance item for the property owner or responsible party. Many Bioretention cells become overgrown, and “desirable” vegetation becomes choked out by weeds and invasive plants. It is important to know what the Bioretention cell is supposed to look like and what plants seem to be thriving or doing poorly. Periodic maintenance of vegetation will prevent larger problems that are more difficult and costly to manage. Instruction: Examine all Bioretention cell vegetation. Consult the table below for possible problems. Table 2.7.4 BR Vegetation Problem (Check if Present)

Follow-Up Actions 







 





Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging.



The original plants are likely not suited for the actual conditions within the Bioretention cell. If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season. Other:

Vegetation requires regular maintenance—pulling weeds, removing dead and diseased plants, replacing mulch around plants, adding plants to fill in areas that are not well vegetated, etc.







If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling. If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water. Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly. If weeds or invasive plants have overtaken the whole Bioretention cell, bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above. Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell. Other:

Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist.

Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated.

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29

BR 5. Outlets Description: Outlets are where water leaves the Bioretention cell when there is too much ponded water. There are various ways that outlets are configured. They can be a yard drain type of structure in the Bioretention cell itself or a rock weir where water flows during large storms. Many Bioretention practices have an underdrain, which is like a French drain, that helps the Bioretention cell drain properly after storms. The underdrain pipe may “daylight” (come to the ground surface) at some point downhill from the Bioretention cell. Instruction: Examine outlets that release water out of the Bioretention cell. Consult the table below for possible problems. Table 2.7.5 BR Outlets Problem (Check if Present)

Follow-Up Actions 



 Erosion at outlet 

Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.



Remove the debris and dispose of it where it cannot re-enter the Bioretention cell. Other:







Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms. Other:

Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools.

Outlet obstructed with mulch, sediment, debris, trash, etc.

2.8. Green Roof Areas of the Green Roof Key areas to inspect for green roofs include the following: GR 1. Vegetation and Surface GR 2. Overflows and Drains Note: Green Roofs consist of green infrastructure practices applied on rooftops, wherein stormwater is filtered through a vegetated planting bed. Green Roofs are a unique practice in that they are often covered by a professional ongoing maintenance contract, and their design is highly variable depending on the specific product. This section highlights some key inspection items. Figure 2.8.1. Key Areas for Level 1 Inspection of Green Roof

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2.10. Ponds and Wetlands Areas of Ponds and Wetlands Key areas to inspect for ponds and wetlands include the following: 

PO 1. Drainage area



PO 2. Inlet pipes and swales



PO 3. Pond area and embankments



PO 4. Pond outlet

It is recommended strongly to have as-built drawings and copies of previous inspections at hand, if available. Aerial photos may be needed to help direct the inspector to the pond or wetland location if it is obscured by vegetation.

Figure 2.10.1. Key Areas for Level 1 Inspection of a Pond/Wetland

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35

Pond and Wetland Level 1 Inspection The Level 1 Inspection focuses on the drainage area (PW 1), inlet pipes or swales (PW 2), pond area and embankments (PW 3) and pond outlet structures and outfall (PW 4). This inspection should be conducted on a regular basis to ensure that a buildup of trash, vegetation, or sediment does not interfere with the pre-treatment, pond or wetland, and the outfall’s normal flow or function. Pond embankments and dams should be regularly inspected for evidence of erosion, burrowing or tunneling animals, and large woody vegetation growing on the dam. PW 1. Drainage Area Description: The drainage area conveys runoff to and is uphill from the pond inlet. When it rains, water runs off through roof drains, yard drains, parking lots, roadways and underdrains to the ponds. Flow is through underground piping systems, overland via swales, or across the ground as sheetflow. Sometimes, the runoff will contain dirt, grit, grass clippings, leaves and woody debris that can collect in the drainage system. If left alone, blockages can occur and increase the chance of shallow flooding or standing water. Standing water in drainage systems foster mosquitos, pipe corrosion, and possible nuisance and odor conditions. Instruction: Look for areas that are uphill from the pond. Consult Table 2.10.1 below: Table 2.10.1 PW Drainage Area Problem (Check if Present)

Follow-Up Actions   



Bare soil, erosion of the ground (rills washing out the dirt)





Maintenance Guidance

Seed and straw areas of bare soil to establish vegetation. Fill in eroded areas with soil, compact, seed and mulch with straw to establish vegetation. Other: Kick-Out to Level 2 Inspection: If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical.



 Piles of grass clippings, mulch,  dirt, salt, or other materials 

Remove or cover piles of grass clippings, mulch, dirt, etc. Remove excessive vegetation or woody debris that can block drainage systems. Other:



Open containers of oil, grease,  paint, or other substances exposed to rain in the drainage  area

Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous. Other:

36

PW 2. Pond Inlets Description: Free, unobstructed flow from the drainage area to stormwater ponds is necessary to prevent shallow flooding and even structural damage from flooding. Pond inlets can consist of pipes, ditches, swales, or other means to convey stormwater to the pond or wetland. Instruction: Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Consult Table 2.10.2 below: Table 2.10.2 Pond Inlets Problem (Check if Present)

Follow-Up Actions









Maintenance Guidance

Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.

Inlets are broken, and, with pieces of pipe or concrete falling into the pond, there is erosion around the inlet, there is open space under the pipe, or there is erosion where the inlet meets the pond

If the problem can be remedied with hand tools and done in a safe manner, remove vegetation, trash, woody debris, etc. from blocking inlet structures. Other:



Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor.



Kick-Out to Level 2 Inspection: These types of structural or erosion problems are more serious and will require a qualified contractor to repair.

37

PW 3. Pond Area and Embankments Description: The pond area and embankment can consist of the following elements: 

Pre-treatment cell or small holding area where water first flows into the pond from the various inlets. These are commonly referred to as “forebays” and will be demarcated from the main pond area by small dams made of earth or rock. The purpose of forebays is to capture some of the sediment and pollutants before they reach the deep pool, making maintenance easier over time. Not all ponds will have forebays.



The pond surface can be open water or a combination of open water and areas with wetland vegetation. Sometimes there is a shallow bench around the perimeter of a pond, known as an “aquatic bench.”



The “side slopes” are areas around the perimeter of the pond where the surrounding land slopes down to the pond surface.



Most ponds will have a “riser structure,” where the water exits a pond during storms. This can be a concrete or metal pipe that is open at the top, often with some type of trash rack. Some ponds also have an “emergency spillway,” which is an open, rock-lined channel that carries water from large storms safely across the embankment.



The dam or embankment holds water in the pond and is constructed of compacted soil, such as clay. There is often a pipe through the embankment that carries water from the riser structure safely through the embankment to the downstream channel.

The pond’s pre-treatment areas or forebays should not be choked with vegetation or full of sediment. Removal of excessive vegetation and sediment and selective replanting are often annual maintenance activities. Likewise, the pond’s deep pool should not to be choked with vegetation or filled with sediment. Vegetation and sediment bars can restrict flow and cause short circuiting that reduces capture of sediment. Pond volume is to be maintained at the original design capacity and free of sediment bars or debris piles. Sometimes ponds are over-maintained and have no vegetation. Algae and turbidity (muddy water) are common problems in many ponds. Instruction: Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present)

Follow-Up Actions



 

Maintenance Guidance

The pretreatment area(s) or forebay(s) are filled with sediment, trash, vegetation, or other debris.





If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment. Remove trash and excessive vegetation from forebays if this can be done in a safe manner. Other:

Kick-Out to Level 2 Inspection: Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor.

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Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present)

Follow-Up Actions  

The pond area itself has accumulated sediment, trash, debris, or excessive vegetation that is choking the flow of the water, OR the pond area is covered with algae or aquatic plants.

 

 





The side slopes of the pond are unstable, eroding, and have areas of bare dirt.



The riser structure is clogged with trash, debris, sediment, vegetation, etc., OR is open, unlocked, or has a steep drop and poses a safety concern. The pond level may have dropped below its “normal” level.

If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in tricky areas, such as steep slopes. Other:

Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor.



If you can safely access the riser on foot or with a small boat, clear minor amounts of debris and remove it from the pond area for safe disposal. Other:







Maintenance Guidance

Kick-Out to Level 2 Inspection: Most cases will call for a Level 2 Inspection and/or a qualified contractor. You are not sure what type and amount of vegetation is supposed to be in the pond. The algae or aquatic plants should be identified so that proper control techniques can be applied.



 

Level 1 includes handling only small amounts of material that can be removed by hand, or with rakes or other hand tools. Do not attempt any repair that poses a safety issue. Other:

Kick-Out to Level 2 Inspection: The riser cannot be accessed safely, the amount of debris is substantial, or the riser seems to be completely clogged and the water level has risen too high. There are safety issues with the riser and concern about access to pipes, drops, or any other life safety concern. The riser is leaning, broken, settling or slumping, corroded, eroded or any other structural problem.

39

Table 2.10.3 PW Pond Area and Embankments Problem (Check if Present)

Follow-Up Actions 









The dam/embankment is slumping, sinking, settling, eroding, or has medium or large trees growing on it.

The emergency spillway or outfall (if it exists) has erosion, settlement, or loss of material. Rock-lined spillways have excessive debris or vegetation.

  

Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure.

 

Clear light debris and vegetation. Other:



Kick-Out to Level 2 Inspection: Displacement of rock lining, excessive vegetation and erosion/settlement may warrant review and decision by Level 2 Inspector to check against original plan. Any uncertainty about the integrity of the emergency spillway should be referred to a Level 2 Inspector. Erosion or settlement such that design has been compromised should be reviewed by an engineer.





Maintenance Guidance

If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching. Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation. Remove any woody vegetation that has already established on embankments. Other:

40

PW 4. Pond Outlet Description: The pond’s outlet enables the ponded water to discharge to downstream drainage systems or stream channels. The outlet is often at the base of the dam/embankment on the downstream side. Inspection of this point can help prevent flooding of the pond and upstream drainage systems and prevent pond failure at a weak point of a pond’s containment system. Instruction: Examine the outlet of the pipe on the downstream side of the dam/embankment where it empties into a stream, channel, or drainage system. Consult the table below for possible problems. Table 2.10.4 PW Pond Outlet Problem (Check if Present)

Follow-Up Actions       



The pond outlet is clogged with sediment, trash, debris, vegetation, or is eroding, caving in, slumping, or falling apart.



If there is a minor blockage, remove the debris or vegetation to allow free flow of water. Remove any accumulated trash at the outlet. Outlet: Kick-Out to Level 2 Inspection: If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted. Erosion at and downstream of the outfall should be evaluated by a qualified professional. Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor. The pool of water at the outlet pipe is discolored, has an odor, or has excessive algae or vegetative growth.

2.11. Infiltration Areas of Infiltration Key areas to inspect for Infiltration include the following: 

IN 1. Drainage Area



IN 2. Inlets



IN 3. Infiltration Area



IN 4. Outlets





Figure 2.11.1 Key Areas for Level 1 Inspection of Infiltration Practice

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Section 3. Level 2 and 3 Inspections 3.1. How to Use this Section This section provides guidance for Level 2 and 3 inspections for 10 groups of stormwater management practices (SMPs). See Section 1 of this chapter for an explanation of the Maintenance Hierarchy approach. 

Section 3.2 provides general guidance for Level 2 and 3 inspections.



Sections 3.3 through 3.12 provide detailed Level 2 and 3 inspection guidance for each of the 10 practice categories: o

3.3

Rainwater Harvesting

o

3.4

Disconnection and Sheetflow

o

3.5

Swales

o

3.6

Tree Planting

o

3.7

Bioretention

o

3.8

Green Roofs

o

3.9

Permeable Pavement

o

3.10

Ponds and Wetlands

o

3.11

Infiltration

o

3.12

Sand and Organic Filters



Each section has tables containing guidance for Level 2 inspectors on specific SMP conditions and possible repairs for those problems (in left column), as well as lists of conditions that would likely trigger a Level 3 evaluation or maintenance action (right column). In addition, Appendix B contains detailed checklists for Level 2 inspectors to use in the field during their inspections.



Section 3.13 provides a brief overview for Level 3 inspections and how these fit into the overall hierarchy. However, most of the content for Level 3 maintenance actions is contained in Section 4.

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3.2. General Guidance for Level 2 and 3 Inspections The Level 2 inspection will typically be performed by a municipal employee or landscape contractor with some training in stormwater operations and maintenance. Regardless of which type of practice is being inspected, some key procedures and equipment are necessary. Read through this guidance before going on an inspection, and use the specific guidance in Sections 3.3 through 3.12 for the practice you are inspecting. While much of the equipment and general procedures are somewhat similar to Level 1 inspections, additional information is provided for Level 2 inspectors below. When to Conduct a Level 2 Inspection The Level 2 Inspection is needed for two reasons. First, routine inspections to comply with local stormwater regulations typically require a Level 2 inspector. In addition, a Level 2 inspection may be triggered to address or diagnose problems identified during a Level 1 inspection. In this situation, the Level 2 inspector should confer with the Level 1 inspector about problems they have identified and then conduct a follow-up inspection that focuses more on diagnosing the causes of the problems and possible solutions. The checklists in Appendix B and other resources cited in Sections 3.3 through 3.12 can be used as tools. The frequency of this type of inspection may be defined by the municipality. As with Level 1 inspections, the frequency may change with the age of the SMP, with higher frequencies the first couple of years after installation. Well-established and well-maintained practices may only need to be inspected every few years. Notifying the Responsible Party Consult the plan file and maintenance agreement to ascertain the responsible party. Confirm that there is right of access through the local code, signed maintenance agreement, or other means. Contact the responsible party at least three business days in advance of the proposed inspection. If the responsible party cannot be found or contacted, make a reasonable effort through file research to contact a property representative, and document these efforts in writing. If the inspection is in response to a Level 1 inspection and referral to your agency, try to speak with the person who conducted the Level 1 inspection and get any documentation they may have. For publicly owned and managed SMPs, the responsible party will likely be the municipality or other regulated MS4. What to Take in the Field Level 2 inspections may require more measurement and, as a result, need some additional materials. In addition, the Level 2 inspection may involve gaining access to private property. Consequently, additional identification is needed for these inspections. A list of recommended items to take in the field is provided in Table 2.2.1. Table 3.2.1 What to Take in the Field for a Level 2 Inspection  Safety equipment: safety vest, steel-toe shoes, traffic cones if working near traffic, etc.  Approved plan and as-built (record drawing) if available  Records of previous inspections if available  Engineering scale  Hand level and pocket rod if needed to measure relative elevations  Digital camera  Several copies of SMP checklist if paper forms are used (Appendix B)  Clipboard and pencils if paper forms are used  Dry erase white board and marker (optional) to include in photos to keep track of SMP tracking # in municipal database (see Figure 3.2 as example)  Letter on municipal letterhead granting access and/or agency photo badge  Pipe wrench to open underdrain clean-out caps  Flashlight to look into underdrain cleanouts and/or manholes  Manhole puller  Soil probe or auger  100' measuring tape  Shovel  Bug spray

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53

Conducting the Inspection In general, the inspection should follow a consistent, logical approach, such as outlined below. 

Conduct a quick tour of the practice to identify any obvious issues and important components: inlets (number, location), surface area, overflow structures, berms or impoundments, outfalls, downstream conveyance channels or receiving waters. Check these components against the design plan or as-built drawing (if available).



Starting at the outlet or low point, use the checklists provided in Appendix B to evaluate the practice. The inspection will proceed from the outlet or outfall to the stormwater treatment area, berms, side slopes, inlets, and drainage area. Make sure to fill in key information on the inspection form, such as SMP identifier number, site name, inspector name, date, and weather conditions.

Figure 3.2. A white board and digital camera can be handy to note SMP tracking #, date of inspection, and other forms of documentation. Note that an inspector may alternatively tag photographs, particularly if they are recorded on a smartphone or Tablet.



Take photos of important components or maintenance concerns, and mark photo locations and direction on a sketch.



Review the inspection form before leaving the site to make sure that all necessary information has been collected.

Follow-Up Actions Immediate follow-up actions include entering the inspection information in the appropriate database or hard copy file, downloading and labeling photos, and providing other necessary documentation. Another possible follow-up action would be to activate a Level 3 inspection in certain situations. The Level 2 inspector will have to make a judgement call as to whether observed problems warrant a Level 3 investigation, and will also have to coordinate with the responsible party to pursue such an investigation. The Level 2 guidance in this chapter summarizes follow-up actions associated with various observations of SMP condition. Note that these tables are divided into “Level 2” and “Triggers for Level 3” follow-up actions, with Level 2 actions in blue cells and Level 3 in green cells. Consult Section 4 of this chapter for more guidance on how to diagnose and correct some of the maintenance items included in these tables. Another follow-up action involves communicating problems and corrective measures to the responsible party (private or public). This may involve instructing the responsible party to undertake a Level 3 inspection or to provide a timeframe for correcting simpler issues that do not require Level 3 involvement. Many local programs have existing procedures for sending letters or activating a compliance procedure. These procedures include verifying that repairs and corrections are completed by the responsible party.

Level 3 Inspection Guidance The Level 3 inspection is typically conducted by a Qualified Professional such as a professional engineer or Landscape Architect. It is assumed that the Level 3 inspector is knowledgeable in stormwater management, as well as engineering and construction practices. The Level 3 inspector will not typically be completing a full practice inspection. This inspection is conducted only in response to problems identified during the Level 2 inspection, is more diagnostic in nature, assumes a greater degree of initial knowledge, and may require more extensive intervention. The Level 3 inspection is also more results based in that it will lead to a specific repair to address the issue that triggered the inspection. Section 4 identifies 12 problems typically addressed in a Level 3 inspection and discusses measures to diagnose the cause of the problem, as well as repairs needed to address it. It should be noted that the problems addressed in each Section 4 subsection can occur in a variety of SMPs (e.g., erosion is a common issue in almost every type of SMP). As a result, each subsection identifies the SMPs where the problem most commonly occurs and, in some cases, an SMP-specific diagnosis procedure.

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3.6. Tree Planting – Level 2 Inspections and Triggers for Level 3 A Level 2 Tree Planting inspection should be conducted periodically during the growing season by the Cooperative Extension or an arborist. Table 3.6.1 Level 2 Inspection: TREE PLANTING Recommended Repairs

Triggers for Level 3 Inspection

 Any concerns about how to address infestation or disease

Check with arborist or other tree professional about the best way to proceed. This requires a Level 3 inspection.

3.7. Bioretention – Level 2 Inspections and Triggers for Level 3 The most likely triggers for a Level 3 Inspection for Bioretention are: 

Standing water, clogged media



Vegetation management



Bioretention does not conform to original design plan in surface area or storage.



Severe erosion of filter bed, inlets, or around outlets



Significant sediment accumulation, indicating an uncontrolled source of sediment Table 3.7.1 Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013)

Recommended Repairs

Triggers for Level 3 Inspection

 Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it cannot be resolved easily or is associated with the original design of the practice.

 Need to install underdrain if not present?  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media?

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59

 Vegetation deviates significantly from original planting plan; Bioretention has been neglected and suffered from deferred maintenance.  Owner/responsible party does not know how to maintain the practice.

 More than a 25% departure from the approved plan in surface area, storage, or drainage area; sometimes less than this threshold at the discretion of the Level 2 inspector.

 Erosion (rills, gullies) is more than 12 inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water but some sort of subsurface defect. This may manifest as a sinkhole or linear depression and be associated with problems with the underdrain stone or pipe or underlying soil.

Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow. Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep Sediment source may be from a one-time or isolated event. Remove accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace with clean material. Check drainage area for any ongoing sources of sediment.

 More than 2 inches of accumulated sediment cover 25% or more of the Bioretention surface area.

Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more

 “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down through the soil media.

This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur.

Maintenance Guidance

 New sources of sediment seem to be accumulating with each significant rainfall event.

60

3.10. Ponds & Wetlands – Level 2 Inspections and Triggers for Level 3 The most likely triggers for a Level 3 Inspection for Ponds and Wetlands are: 

Severe erosion



Excessive algae or aquatic plants



Settlement and pipe corrosion



Major sediment buildup Table 3.10.1 Level Inspection: PONDS and WETLANDS

Recommended Repairs and Required Skills

Triggers for Level 3 Inspection

 Large rills or gullies are forming in the drainage area.  An attempt to regrade the drainage area has been unsuccessful.  Fixing the problem would require major regrading (i.e., redirecting more than a 100-square-foot area.  It is not clear why the problem is occurring.

 To locate buried manholes and lost storm lines, it is sometimes necessary to hire a pipeline inspection contractor with televising equipment or ground-penetrating radar and enter at the closest upstream access point.  Locating a buried inlet pipe may require wading in the edge of the pond and using a metal probe and brush axe to find and expose the pipe.  If other than light digging is necessary to remove accumulated sediment, a contractor with heavy equipment may be required.

Condition 4: Inlet pipe buried in sediment or blocked by vegetation Once located, the pipe path can be cleared of vegetation with brush hook or other brush tools. Light digging may clear sediment from the end of the pipe.

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64

Table 3.10.1 Level Inspection: PONDS and WETLANDS Recommended Repairs and Required Skills

Triggers for Level 3 Inspection

 Where blockages are visible, a decision is needed on whether to clear them or leave in place. If a third of the pipe is full of sediment, it should be removed by a contractor with pipecleaning equipment.  Corrosion of inlet pipes that allows flow around the pipe exterior is a structural concern because it can lead to settlement, sinkholes and undermining pond embankment. Evidence of this type of failure may require specialized pipeinspection equipment and investigation by an engineer.

Maintenance Guidance

 It may require inspection by an engineer to determine next steps for clearing, replanting or reconstruction.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. Recurring erosion may require redesign and/or regrading to direct flow away from eroding area.  If sediment has filled more than 50% of the pond’s capacity, dredging is likely needed and should be evaluated by a qualified contractor.  Removal or control of excessive algae or aquatic plants can be assessed by a qualified pond maintenance company.

65

Section 4. Diagnostics and Maintenance Measures 4.1. About this Section Section 4 summarizes the most common problems found in SMPs, as well as typical maintenance or repair solutions. The guidance provided in this section has some similarities to Section 3 but differs in the following ways:

1. The primary audience for Section 4 is the Level 3 inspector, often a professional engineer, or landscape architect tasked with diagnosing and repairing SMPs that are not working properly. However, the information in Section 4 may also be quite useful for a Level 2 inspector seeking to diagnose a particular problem. 2. The maintenance measures described in this section are more detailed and focus on repairs to specific problems rather than on routine maintenance such as weeding or minor sediment removal. 3. Because the problems described in this section can be applied to several different practices, this section is organized by the type of problem rather than the practice type. Problems addressed during Level 3 inspection/maintenance are summarized in Table 4.1. This list is not exhaustive but does address the most common issues in the SMPs that require some advanced knowledge and skill to inspect and fix. Each problem category is discussed in a separate sub-section.

Table 4.1: Common Inspection/Maintenance Issues for Level 3 Sub-Section/Category

Description

4.2 Contributing Drainage Area – Pollutant Sources

Sediment or pollution sources in the Drainage Area

4.3 Physical Obstructions

Physical obstructions to maintenance access, overflow, or emergency spillway

4.4 Erosion

Erosion on side slopes, practice bottom, at inlet or outlets. Rills and gullies forming where there should be sheetflow

4.5 Departures from Design Dimensions

Practice dimensions have been altered, either due to filling with sediment, redesign or filling in, or improper implementation.

4.6 Improper Flow Pathways

Flow is shortcircuiting the practice, or drainage pathways have been otherwise modified.

4.7 Sediment Buildup

Sediment has accumulated in a pool, practice bottom, pre-treatment area, or vault.

4.8 Clogging

The soil media or other components are clogged, and there may be standing water for longer than intended.

4.9 Vegetation

Excessive, inadequate, and/or unhealthy vegetation to support a practice

4.10 Embankment and Overflow Condition

Issues with an embankment or overflow weir or channel

4.11 Structural Damage

SMP infrastructure, such as concrete or metal elements, have been damaged.

4.12 Pool Stability

Permanent pool of water is at the improper elevation.

4.13 Pool Quality

Permanent pool of water suffers from poor quality due to algal growth or other issues.

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4.2. Contributing Drainage Area – Pollutant Sources Issue applies most commonly to: Sheetflow/Disconnection, Swales, Bioretention, Permeable Pavement, Ponds/Wetlands, Infiltration, and Sand/Organic Filters. Problem #1: Bare soil washing into SMP from drainage area General Approach for All Practices:

 Identify the specific source(s) of sediment in the drainage area by tracking sediment flow during a rainfall or looking for a track of sediment staining during dry weather.  For an active sedimentation event, attempt to filter incoming runoff if conditions allow (e.g., enough space upstream of the practice for temporary ponding). Consider installing a silt fence, silt socks (at curb inlets), staked straw bales, or other filtering material at the inlets of the SMP. This will keep at least some of the sediment from getting into the practice.  Runoff from active construction should not enter the SMP; divert to a temporary and approved sediment control practice.  For areas of bare soil not due to active construction (bottom photo), prep the soil and re-seed/plant with grass species or other thick ground cover appropriate for the region. May also need starter fertilizer, topsoil, and/or compost.  For steep slopes with bare soil, consider also installing erosion-control matting to hold soil, seed, and straw in place until the vegetation becomes well established.  For fill and topsoil stockpiles in the drainage area, provide temporary or permanent cover as soon as possible. Alternatively, surround the base of the stockpile with silt fence, or equivalent, to prevent the transport of sediment-laden runoff.

 Silt fencing and other sediment barriers  Erosion-control matting and/or straw  Rakes and shovels  Light excavation or grading equipment for larger jobs  Equipment to deliver topsoil or compost as needed  Plants and/or seed mix, plus a way to move and store plant stock without damaging it or drying it out  Starter fertilizer, topsoil, and/or compost

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Problem #2: Other pollution sources in the drainage area General Approach for All Practices:  Pollutants may include: road salt, oils, fuels, food grease, wash water, paints and solvents, trash, and many others.  Identify the source(s) of pollution.  For pollutants spilled on the ground, remove by hand or use absorbents to soak up wet material. Absorbents and other waste materials shall be disposed of properly.  For materials stored outside, move them to a covered area or build/add cover over the materials. Provide secondary containment, if possible.  Make sure all waste containers have lids and fix any leaks (see poor practices in photo at right).  For sites prone to frequent oil leaks and staining (e.g., vehicle maintenance yards), consider installing an oil/water separator to pre-treat runoff that enters the SMP.  For routine dumping of wash water, grease, paints, or other pollutants, enforce behavior change and explain good housekeeping practices.  Develop a pollution prevention plan for the site to ensure that hazardous materials and other potential pollutants are not stored where they are exposed to rainfall.  For areas that receive a heavy salt and/or sand load during the winter, consider diverting upslope runoff, especially for practices such as permeable pavement. Some monitoring of winter road or parking lot clearing activities may also be warranted. Helpful Skills:  Knowledge of good housekeeping and pollution prevention practices  Good communication with employees and managers at site (e.g., for correcting bad site operations) Equipment Typically Used for Correcting Other Pollutant Sources:  Tarps to cover stockpiles  Absorbents to soak up spills  Secondary containment barriers that will hold back any liquids or solids that may leak out of their primary container  Storage barns, sheds, pole barns and other permanent cover for potential pollutants

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4.3. Physical Obstructions Issue Applies Most Commonly To: Rainwater Harvesting, Sheetflow/Disconnection, Swales, Bioretention, Green Roofs, Ponds/Wetlands, Infiltration, and Sand/Organic Filters Problem #1: Maintenance access is obstructed Ground-Level SMPs:  Where a path for vehicles and construction equipment to access the practice was established during construction but is now overgrown, remove woody vegetation and any other tall vegetation. This path should be bush hogged once or twice a year.  If the SMP needs a large quantity of trash and/or sediment removed in areas where access is limited due to steep grades, overgrown vegetation, etc., it will be necessary to establish safe vehicular access by clearing and possibly re-grading the area. It is advisable to have a maintained, all-weather surface to critical parts of the SMP.  It is most important to provide access nearest to parts of the practice where sediment and trash tend to accumulate the most: forebay and riser structure.  For an SMP blocked by fences (photo at right), install a gate that is wide enough for vehicles to enter for any current or future maintenance.  Sometimes access is blocked by unauthorized structures, such as sheds, property fences, retaining walls, etc. Confer with the local stormwater authority on the presence of any maintenance easements and means to gain access to the practice.  The solutions above should also provide for safe foot access for routine inspection and maintenance. Rainwater Harvesting:  Ensure that no structures are covering the filter or the tank’s access/inspection port. Green Roofs  Ensure that individuals can safely reach the roof with tools in hand (e.g., buckets, pruners, hoses). If the roof cannot be accessed via a walk-through door, this may require installing a wide ladder or fire escape-style stairs on the inside or outside of the building.  If there is a concern of getting too close to the roof’s edge while doing maintenance, install a railing around the edge for safety. Alternatively, for sloped roofs, workers may need to use harnesses during maintenance activities. Helpful Skills:  Use of motorized landscaping equipment  Chainsaw skills  Use of grading equipment for larger jobs  Note: OSHA safety requirements and certifications may apply to green roof maintenance. Equipment Typically Used to Regain Proper Access:  Mower, trimmer  For very overgrown areas, chainsaw and/or bush hog  For areas that need to be regraded, excavator, skid steer, or other grading equipment

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Problem #2: Flow is obstructed in or out of the practice General Approach for All Practices:

 Flow can bypass an SMP when there is too much sediment/debris buildup near the inlets or due to grading changes in the drainage area (e.g., repaving of parking lot). If the cause of blockage or bypass is not obvious, inspect the practice during rainfall to watch the flow paths. (See Section 4.6 – Improper Flow Pathways for additional guidance.)  Obstruction of overflow or emergency spillway structures is most often due to buildup of debris, such as trees, sticks, trash. It is very important to keep these structures clear of such blockages in order to avoid flooding or a dam breach (avoid conditions caused by beaver activity - top photo).  Where debris cannot easily be cleared by hand, special equipment and skills may be needed. An obstructed riser structure in a wet pond may need to be accessed by boat (bottom photo). In cases where large sticks, tree branches, trash, or other debris obstruct the overflow or spillway, they may need to be cut up by chainsaw. Large debris will usually need to be hauled away with a truck.

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4.4. Erosion Issue Applies Most Commonly To: Sheetflow/Disconnection, Swales, Bioretention, and Ponds/Wetlands Problem: Erosion on practice surface, inlets, and/or outlets General Approach for All Practices:

 See Section 4.10 – Embankment and Overflow Condition for how to repair erosion on side-slope embankments.  Rill and gully erosion occurs when runoff flow is concentrated. Deep rills and gully erosion on the practice surface (top photo) will require the surface to be regraded to make uniform again. Use the lightest equipment possible in order to minimize soil compaction during excavation.  After excavation, reseed/plant the area with ground cover that is appropriate for the moisture conditions of the practice. Amend or enhance soil as needed according to a soil test; soil may need more organic material to support plants.  To prevent further erosion on the surface of the practice, ensure that flow from the inlets can spread out adequately and has enhanced energy dissipation features. This may require installing or enhancing a stone apron outlet protection that flares out and down to the level of the practice to slow and spread out the flow. Other options include check dams, energy dissipation devices, or an armored low-flow channel. A stilling basin (bottom photo) can also dissipate flow as it comes out of an inlet or outlet pipe. Apply similar treatments to any outlets that are experiencing erosion.  Any sloped soils that are disturbed during excavation will likely need erosioncontrol matting to hold it in place while vegetation becomes established.

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4.5. Departure from Design Dimensions Issue Applies Most Commonly To: Swales, Bioretention, Ponds/Wetlands, Infiltration, and Sand/Organic Filters Problem: Practice dimensions have been altered General Approach for All Practices:  Once constructed, the dimensions of an SMP may become altered from the original design for a variety of reasons. These reasons can include:  The SMP was not constructed to the proper dimensions at initial installation.  Sediment accumulation in the SMP reduces the intended storage volume of the practice (top photo).  Redevelopment or regrading of the site encroaches into the footprint of the SMP.  Dumping of leaves, trash, or other debris into the SMP reduces the intended storage volume of the practice.  If it appears that the dimensions of an SMP have been altered, proceed as follows:  Consult the original design or as-built plans and sizing computations for the SMP to identify the intended dimensions and storage volume of the practice. Measure the length, width, and depth of the practice to estimate the current storage volume. Calculate the difference in volume to determine whether it is significant enough to warrant restoring the practice to its original dimensions. If the loss in volume is greater than about 10%, this likely warrants action.  If the SMP’s original storage volume cannot practically be restored because of current site conditions, an additional SMP may need to be built elsewhere on the site in order to regain adequate storage and treatment volume for the site.  For problems of dumping by individuals on or near the site, install “No Dumping” or similar signage to inform people that this is not an appropriate place to dispose of debris. Any debris that has already been dumped should be removed from the practice either by hand or with equipment. Helpful Skills:  Basic surveying  Understanding stormwater design plans and sizing computations  Stormwater management design  Skills with excavation equipment and erosion and sediment control Equipment Typically Used to Investigate and Fix Dimensions:  Simple level or survey equipment, tape measure, and other tools to measure SMP dimensions  Light excavation or grading equipment for larger jobs  Rakes, shovels, wheelbarrows, and other “landscaping” equipment for small jobs  Soil stabilization materials

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4.6. Improper Flow Paths Issue Applies Most Commonly To: Rainwater Harvesting, Sheetflow/Disconnection, Swales, Bioretention, Infiltration, and Sand/Organic Filters Problem #1: Flow intended to go into a practice is diverted by debris or grit buildup or capacity issues at inlets Bioretention, Swales, Infiltration, Sand/Organic Filters:

 Grit, sediment, leaves, and other debris builds up at curb inlets or other inlets, sometimes to the point where flow is diverted completely around the practice (photos above). This is a common issue for practices that rely on curb cuts or other small inlet structures to get water into the practice for treatment. A minor amount of debris may be OK and not affect the ability of water to enter the practice. However, be aware of conditions where flow that is supposed to be treated is diverted to a downgradient storm drain or other structures in such a way that the stormwater treatment is entirely or partially bypassed.

 In many cases, correcting the problem may simply involve removing debris or unclogging the inlet.  However, this problem can be chronic if the inlet design is susceptible to clogging. This can occur if the slope from the inlet into the practice is flat and/or there are controllable sources of sediment and debris in the drainage area.  For chronic problems, consider redesigning inlets to be more clog proof. One solution is to build in a 2 to 3-inch drop from the curb inlet onto a gravel or stone diaphragm along the edge of the practice (see example in photo are right).  Inlets that are undersized for the flow coming to them should be enlarged and armored with an appropriate erosion-resistant lining.

Rainwater Harvesting:

 Water intended to be collected in rainwater harvesting systems is sometimes not delivered to the tank or cistern if the system of gutters, downspouts, pipes, etc. is not sized properly or if the first-flush diverter or vortex filter is not functioning correctly and diverting too much water away from the tank.  As with inlets, this may simply be a matter of routine cleaning of gutters, downspouts, vortex filters, etc.  It may also be a design or capacity issue, in which case, installing larger gutters or a more robust piping system may be in order. Source: Rainwater Management Solutions 1 Example of enhancing the gutter and piping system leading to a rainwater harvesting system

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Problem #2: Flow is not uniformly accessing the entire treatment area Bioretention, Swales, Infiltration, Disconnection and Sheetflow, Sand/Organic Filters: Improper flow path issues in this category include:

These three issues are illustrated below:

 Water forming channels or rills through the treatment bed of bioretention, swales, infiltration, or surface sand filters, and thus not spreading out across the treatment area surface  Water ponding only at one end of the treatment area because the surface is not level  Water piping through weak spots to an outlet or underdrain, such as where soil media meets a concrete structure  See Section 4.4, Erosion for issues of channeling or erosion on the treatment surface.

Water from the inlet at top of photo is channeling through the bioretention area.

 For uneven treatment area and preferential ponding, assess the severity of the problem. Compare the relative elevations of the “high” part of the treatment area (the area where water does NOT seem to pond) and any overflow structure or weir where high water flows will leave the practice. If there is still some freeboard (such that the overflow structure is higher than ALL of the treatment bed surface), then there will still be some ponding for larger rainfall events. Try some minor raking or moving soil media and mulch around to even out the filter bed.  However, the problem is more serious if parts of the treatment area are higher than the overflow structure. These areas will never be valuable for treatment purposes. The treatment area is supposed to fill up like a bathtub, so some regrading is needed to level out the treatment area.

Water is preferentially ponding only at one end of the bioretention because the surface is not flat.

 If water is piping or shortcircuiting through the soil or sand media, forming sinkholes or otherwise bypassing the intended treatment mechanism, it will be necessary to repair these spots. Around concrete or metal overflow structures, use soil material right around the structure that can be compacted (bioretention soil media tends to be light, sandy, and fluffy and won’t compact very well). Another option is to “ramp up” the soil layer to the lip of the structure so that there won’t be a hydraulic jump at this potentially weak point. See the figure below.

Water is “piping” down to the underdrain at the weak spot where the soil media meets the concrete overflow structure.

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Ramp up soil layer to the lip of the structure to address this being a weak interface where water can work down and create bypassing. (Source: Virginia 2013 Stormwater BMP Specifications, Specification #9, Bioretention, Figure 9.13.)

Both issues are fairly straightforward to address but involve communicating and working with property owners to explain the purpose of disconnection and how to properly maintain it. The second issue may involve some minor regrading or building low-profile berms to get water to flow to the intended disconnection area. Helpful Skills:  Rudimentary surveying  Typical landscaping skills—using materials such as soil, rock/stone, edging material, mulch, etc. Equipment Typically Used for Inspecting and Fixing Flow Paths  Surveying equipment (i.e. Site level or total station) to get relative elevations among different parts of treatment area, inlets, overflow structures, etc.  Small, simple tools—flat shovels, wheelbarrows, rakes, other common landscape/gardening tools  Large, more complicated equipment—small excavators to move material around or do regrading. Always work from the side of the practice and NOT within the practice itself.

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4.7. Sediment Buildup Issue Applies Most Commonly To: Swales, Bioretention, Permeable Pavement, Ponds/Wetlands, Infiltration, and Sand/Organic Filters Problem: Sediment accumulation more than 2-inches thick covering 25% or more of the practice surface area Bioretention, Swales:  Determine the source(s) of sediment. The most likely sources are: (1) premature installation of the practice during the construction process and discharge of construction site sediment loads; (2) erosion in the contributing drainage area after construction is complete; and (3) erosion along the practice side slope or within the practice itself. If it is an ongoing source, it must be abated (see Sections 4.2, Contributing Drainage Area, and 4.4, Erosion).  Use a soil auger to auger holes in various places across the Bioretention or Swale surface area, especially in areas where sediment is accumulating. Determine how deep the sediment is penetrating into the soil media layer. Usually, it will be the top 2 to 3 inches that are most affected. Note that for swales without an engineered soil media, the sediment layer will likely be confined to the surface.  Remove the “fouled” soil media to the affected depth (using flat shovels or small excavators and working from the side) and replace with clean material from an approved vendor (bioretention soil media or equivalent). If no vendors are available in your area, use the soil media specifications from the Design Manual to replicate the right mix of sand, topsoil, and composted organic material.  Check to ensure that the practice is filtering at the proper rate after the next several storm events. Infiltration:  For infiltration practices excavated to a suitable infiltrating soil layer (e.g., not stone reservoir layer), use the same procedures as for Bioretention/Swales above.  For infiltration trenches and basins that have a stone reservoir layer, use similar procedures, but use a shovel to dig into the stone layer to ascertain how deep the sediment incursion is into the stone. Remove down to this layer and replace with clean material.  If the infiltration practice is clogged, see Section 4.8: Clogging.  As with Bioretention, check for controllable sources of sediment in the Drainage Area (Section 4.2). Permeable Pavement:  NOTE: Routine sweeping with a regenerative air vacuum (maximum power 2,500 rpm) is important to avoid more costly repairs that result from deferred maintenance. It is best to sweep the pavement surface in the early spring after winter sanding/salting materials or snow piles have led to sediment or winter slag accumulation. Also, if the area is surrounded by tree canopy, fall cleanup is essential, as vegetative debris tends to get pulverized by vehicle traffic and ground into the pavement surface.  Observe the pavement surface during a storm event to see whether the sediment is clogging the pavement (i.e., standing water on the surface after the storm stops). If so, see Section 4.8: Clogging.  Remove several of the paver blocks in different parts of the structure to ascertain how deep the sediment is penetrating into the bedding and reservoir layers. Most of the time, sediment incursion will be limited to the top 1 or 2 inches of the pavement bedding layer (for permeable interlocking concrete pavers and concrete grid pavers).

Infiltration test using ASTM C-1701

 Based on the above observations, it may be worthwhile to quantify the infiltration rate using ASTM C-1701/1701M. This is most useful in conducting the test in the same place within the pavement surface through the course of several years to document reduction in infiltration rates. Repair or restorative sweeping is warranted when infiltration rates drop below around 10 inches per hour. NOTE: As stated above, this can likely be avoided if routine annual sweeping is conducted.  If sediment covers more than 25% of the surface, is deeper than 2 inches, or vegetation is starting to grow where sediment has accumulated, consult a street-sweeping vendor about restorative sweeping. In this case, it will be necessary to use a higher RPM sweeper or vacuum sweeper to suck out more of the bedding pea gravel that has been fouled, then replace with clean material.

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Pulling grass and weeds from the joints can damage parking surface if roots are firmly established in the bedding layer.

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 Vegetation growing in the pavement joints should be removed either manually or with a water-safe herbicide (e.g., glysophate without surfactants). It is important to not let weeds proliferate in the pavement surface because pulling them out by the roots may damage the pavement structure. (Note: The application of herbicides to control invasive or undesirable vegetation within wetlands or other waters of the U.S. may require an Aquatic Pesticide Permit from the NYS DEC)  Check the pavement surface after a storm event to ensure that it is draining properly. The North Carolina State University (NCSU) Stormwater Engineering Group has an informative Urban Waterways publication, Maintaining Permeable Pavements (2011): http://www.bae.ncsu.edu/stormwater/pubs.htm Routine, air-vacuum sweeping in the early spring and fall is the best approach for permeable pavement maintenance (Photo source: Toronto and Region Conservation) Ponds and Wetlands:  Sedimentation is an inevitable process in ponds and wetlands. NOTE that upstream erosion, especially along stream channels or ditches leading to the practice will accelerate the sedimentation process and lead to more frequent and costly sediment removal operations. Whenever possible, it is important to mitigate any upstream erosion issues.  Forebays and/or pre-treatment areas should be cleaned out when they reach 50% of their design capacity. Once cleanout is complete, it will be worthwhile to install a graduated rod into the forebay with a clear marking of future sediment clean-out levels.

 The main body of a pond or wetland may need to be dredged on an infrequent basis or when sediment has replaced 50% of the design capacity. There are many dredging methods available. Excavators with long arms can handle most small or moderate-sized ponds. Other methods may be necessary for larger facilities. Dredging can be a complicated operation involving dewatering, storage of wet sediment, and possibly hauling to on-site or off-site disposal or reuse areas. Consult a qualified contractor to explore available methods and costs for the particular application. Once again, installation of a graduated rod can help mark future clean-out levels. Note: The dredging of accumulated sediment within regulated wetlands, ponds or at outlet structure may require permits from NYS DEC and/or USACE. In addition, removed sediment should be properly disposed of in a regulated solid waste management facility or in an upland area that is at least 100 feet from regulated wetlands or streams. Sediment managed in upland disposal areas shall be graded, seeded and mulched.

Sand/Organic Filters:

 See the section above on Bioretention/Swales as some of the procedures will be similar, especially for above-ground filters. It is important to determine whether the drainage area is generating a controllable source of sediment that can be abated.  Underground trench or vault filters will require routine maintenance to: (1) remove accumulated sediment, trash, and floatables from the sedimentation chamber, usually with a vac truck; and (2) remove sediment, grit, and sludge from the top layer of the filter media and replace with clean material. NOTE: Depending on the configuration of the underground filter, confined-space procedures may apply. For a normally operating practice, these maintenance tasks should be conducted every two to three years. If the filter is treating a stormwater hotspot or a particularly dirty drainage area (e.g., vehicle maintenance, washing, repair), the frequency may increase to annually or more often, as dictated by Level 2 inspections. Also, in these cases, it may be warranted to test the material to ensure proper disposal.

Routine cleaning of a perimeter or “Delaware” sand filter. This can be done from the surface, but deeper, vault-type filters will require confined-space entry procedures.

 Some proprietary filters require replacement of special cartridges or filter material. Consult the vendor or manufacturer for special maintenance procedures.

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4.8. Clogging Issue Applies Most Commonly To: Bioretention, Permeable Pavement, Infiltration, and Sand/Organic Filters Problem: Filter media clogged; water standing on practice surface for 48 to 72 hours or longer after a storm Bioretention: Standing water on the bioretention surface 48 to 72 hours after a storm event is a sure indication of clogging (top photo). Clogging of bioretention practices can be tricky to diagnose as there are several probable causes: a. Clogged underdrain b. Filter fabric between soil media and underdrain stone c. Too much sediment/grit washing in from drainage area d. Too much ponding depth e. Improper soil media

2.

3.

4.

The following procedure can be used to work through diagnosing the most common causes, beginning with the simplest and easiest to fix and progressing through more complex remedies: 1. Look for a thin, crusty layer of sediment that covers some or all of the soil media. It is often grayish in color. This thin layer can sometimes be enough to cause slow drainage. Scrape this crust off and ascertain sources of sediment in the drainage area (see Section 4.2, Contributing Drainage Area). Often, this problem can be caused by the bioretention soil media being installed too early in the construction process, but other chronic sediment sources should also be checked. Open the underdrain cleanout and pour water in to verify that the underdrains are functioning and not clogged or otherwise in need of repair. The purpose of this check is to see whether there is standing water all the way down through the soil. If there is standing water on the surface, but not in the underdrain, then there is clogging somewhere in the soil layer. If the underdrain and cleanout have standing water and there is not water coming out the other end (outlet) of the underdrain pipe, then the underdrain is clogged and will need to be rooted out. Use a soil auger to auger several holes down through the soil media to the underdrain layer (if present) or underlying soil. Check to see whether there is a layer of filter fabric at the bottom of the soil layer. The auger will pierce through any filter fabric that is present, and pieces of fabric in the auger bucket should be removed. Notice if the fabric is “blinded” or clogged with sediment. This is a common issue with older bioretention practices. If the practice has a clogged the filter fabric layer, go to step #6, install wick drain. Filter fabric, where present, is a likely source of clogging. While checking for filter fabric in auger holes, also note whether there is a layer of saturated soil media or bad soil media (e.g., too much clay content) that may be on top of a good media layer. This will be fairly obvious as the top 3 or 4 inches will be mucky and saturated, with dry and sandy media below. If this is the case, it will be necessary to remove the bad material and replace with good, clean bioretention soil media in accordance with the design specifications. Till or incorporate the good material into the underlying existing soil media to establish a good contact.

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5.

6.

If the entire profile of soil media is bad, has too much clay content, or does not appear to meet the specifications for soil media, it will be worthwhile to test the soil and compare against the recommended specifications (e.g., clay content, particle sizes, etc.). If the soil does NOT meet specifications, see steps #6 and #9 below. If the problem appears to be filter fabric or bad soil media (steps #3 or #5 above), there is a critical decision to be made. It is an expensive proposition to dig up the entire facility to either remove the filter fabric or replace the entire soil layer. If the clogging problem is not severe in nature, an intermediate (and much cheaper) option may be to install wick drains. Using a 6-inch auger bucket, auger numerous vertical holes around the practice surface area, making sure to auger all the way down to the underdrain stone or underlying soil (if there is no underdrain). Hammer 6-inch perforated PVC or other type of pipe into these holes. Perforations should be about 3/8-inch diameter. Fill the pipes with clean underdrain gravel (#57 stone) mixed in with coarse construction sand. These drains will serve to wick fines from the surrounding soil media and will provide alternative drainage. Check after the next several storm events to see whether the wick drains improve drainage. Adding sand to a wick drain. The vertical perforated PVC pipe has already been placed in the auger hole. 7.

Sometimes the cause of saturated soil media is springs or some type of baseflow coming into the practice. This is a more difficult problem as bioretention is not supposed to receive this type of constant flow. It will be necessary to identify and reroute springs or baseflow or perhaps replace the bioretention practice with a different type of practice. 8. Another possible source of poor drainage or clogging is that there can be too much water on top of the soil media when the bioretention practice fills up. Most specifications call for a maximum ponding depth of 12 inches, but sometimes the ponding depth can be 18 or even 24 inches. While this increases the amount of head pushing water down through the soil media, it can also lead to compaction or too much sediment building up. If the bioretention practice has a ponding depth greater than 12 inches, consider configuring the outlet or large storm overflow to reduce the ponding depth to 12 inches or less. Check with the local stormwater authority to ensure that doing this will not compromise the required treatment volume of the practice. 9. If clogging is too severe to be fixed with wick drains or other remedies listed above, it may be necessary to rebuild the bioretention practice by digging up the existing soil, taking out any filter fabric that is between the soil media and underdrain stone, and rebuilding and replanting according to the design specifications. 10. Whatever the chosen remedy, check to ensure that the practice is filtering at the proper rate after the next several storm events. The Chesapeake Stormwater Network (CSN) has produced an excellent reference guide for inspecting and diagnosing Bioretention issues, Technical Bulletin #10, Bioretention Illustrated. This tool can be used as an additional reference and can be downloaded using this link: http://chesapeakestormwater.net/category/publications/ Infiltration:  Clogging of infiltration practices can be simple to resolve or fatal:  On the simple side, clogging (or poor drainage) may arise from sediment, vegetative debris, parking lot grit, or other debris clogging the top few inches of soil or stone.  With luck, the practice will have an observation well (vertical perforated PVC pipe with cap that extends through the stone reservoir in an infiltration trench or basin). Check the observation well three days after a storm event of ½-inch or more. If water is standing in the observation well to the surface, then the whole profile may be clogged (see below under fatal). If the observation well has only a few inches or no water and there is still water standing on the surface, then surface clogging is a likely culprit.  For infiltration practices in soil (no stone reservoir), auger several holes around the infiltration surface area. If saturated soil seems to be on top of good, clean, dry soil, then surface clogging seems likely.  For infiltration trenches and basins with a gravel reservoir, dig several holes around the surface to determine, again, whether there seems to be a layer of gravel clogged with sediment, leaves, vegetative debris, parking lot grit, etc. If possible, dig down to where the gravel meets the underlying soil to see whether a layer of filter fabric is present (which may be common with older practices). If this is the case, blinding of the filter fabric may be a cause of the clogging.  For surface clogging, remove the affected material down to the level where the soil or gravel seems clean, and replace with clean material. If filter fabric seems to be a problem, it will be necessary to dig up the gravel, remove the filter fabric, and rebuild the reservoir layer in accordance with the current design specifications. In either case, check after a storm event to ensure that this has resolved the issue.  On the fatal side, the underlying soil may not be suitable for infiltration, either due to soil characteristics, compaction during construction, or other causes. Check the original design package to see whether any soil testing was done at the time. It may be worthwhile to auger down to the infiltration interface layer (e.g., where stone reservoir meets the underlying soil and then another several inches below this interface), and take several soil samples for lab analysis to compare to current soil specifications (see information below about infiltration soil analysis).

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 It may be that a geotechnical analysis would reveal that there is a good infiltration soil layer, but it is lower than the existing interface. This would still require a complete rebuild and excavation down to the suitable soil layer. Restoring porosity at the designed elevation would require replacing soil above this suitable layer and avoiding compaction.  Another option would be to convert the practice to a bioretention practice with an underdrain. Check with the local stormwater authority to see whether this would require any site plan or stormwater plan amendments or other permits.  Many updated state stormwater manuals and specifications include protocols for infiltration soil testing and analysis that reference various ASTM standards. For example, see: Virginia 2013 BMP Standards & Specifications, Specification #8: Infiltration, Appendix 8A, Infiltration and Soil Testing at: http://www.deq.virginia.gov/fileshare/wps/2013_DRAFT_BMP_Specs/ Permeable Pavement:  AS NOTED IN SECTION 4.7 – sediment buildup, routine sweeping with a regenerative air vacuum (maximum power 2,500 rpm) is important to avoid more costly repairs that result from deferred maintenance. Preventative maintenance is the best and most cost-effective way to prevent clogging in the first place.  If there is standing water on the pavement surface 48 to 72 hours after a storm event of ½-inch or more, then the pavement surface is clogged.  Check the design plan or as-built plan to see whether the permeable pavement design includes an underdrain. There may also be underdrain cleanouts at the edge of the permeable pavement.  If there is an underdrain, the first thing to check is whether the underdrain is clogged, crushed, or broken. Check to see whether there is standing water in the underdrain cleanout 48 to 72 hours after a storm event. If the underdrain is dry, pour water into the underdrain with a hose and see whether it comes out the other end. If the underdrain is clogged, snake it out, as this is the first and easiest thing to try.

Water standing on the parking surface 48 to 72 hours after a storm is an indication of clogging. Snow piles at the edge of the photo point to possible clogging from winter sanding or plowing.

 If the underdrain is working, then clogging may be due to: (1) clogged surface or bedding layer; or (2) underlying soil is not suitable for infiltration for designs with no underdrain. First, refer to the guidance in Section 4.7 – Sediment Buildup, and then proceed as follows:  IF THERE IS NO UNDERDRAIN AND THE DESIGN IS BASED ON SOIL INFILTRATION UNDER THE PAVEMENT, it will be worthwhile to check the soil because unclogging the surface layer will likely not fix the problem. Check the original design package for any soil infiltration testing. It is likely worthwhile to remove the entire pavement section in several places down to the soil layer and to do a geotechnical investigation of the soil profile. See: ASTM C-1701/1701M and/or Virginia 2013 BMP Standards & Specifications, Specification #8: Infiltration, Appendix 8-A, Infiltration and Soil Testing for examples of soil infiltration protocols (URL above).  If the soil is not suitable for an infiltration design, it will probably be necessary to rebuild the pavement using an underdrain design or possibly adding subsurface drainage along the perimeter of the parking area.  IF THERE IS AN UNDERDRAIN OR THE SOIL IS SUITABLE FOR INFILTRATION, the best approach to try to unclog the pavement is restorative sweeping with a vacuum sweeper. Regenerative air sweepers may not have enough suction to relieve the clogging.  If vacuum sweeping is not successful, it may be necessary to rebuild any layers fouled with sediment and fines. It is likely that this will be confined to the bedding layer and gravel used in the paver stone joints, but some clogging can possibly move down into the underlying stone reservoir layer.  The North Carolina State University (NCSU) Stormwater Engineering Group has an informative Urban Waterways publication, Maintaining Permeable Pavements (2011): http://www.bae.ncsu.edu/stormwater/pubs.htm

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Sand/Organic Filters:  See the section above on Bioretention/Swales as some of the procedures will be similar, especially for above-ground filters.  Also see Section 4.7 – Sediment Buildup for guidance on routine maintenance of the sedimentation and filter chambers.  As with Bioretention, there can be various causes for clogged filters:  Filter fabric layer under the filter media that has blinded or clogged  Clogging of the surface of the filter layer or filter cartridges  Bad filter media (e.g., sand or organic media)  “Plumbing” issues with configuration of overflow and underdrain pipes  Fortunately, filters are usually confined within concrete vaults or manholes, so diagnosing and rectifying clogging problems should be more straightforward. Check the original design or as-built plans. Some of the following guidance may also be helpful:

Standing water on the parking lot is evidence that this perimeter sand filter (under the sidewalk) is clogged.

 For proprietary cartridge or special filter media structures, consult the vendor or manufacturer for recommended solutions.  See Section 4.7 for guidance on removing the top layer of filter media and replacing with clean material, as well as vacuuming out any sedimentation chambers.  If it is suspected that overflow or outlet pipes are not configured correctly, check against the design plans and also standard drawings from the manufacturer.  Chronic clogging problems are likely due to excessively dirty drainage areas, including uncontrolled sources of sediment, oil and grease washoff, vegetative debris from surrounding trees or shrubs, or other sources. It will be important to check and resolve any controllable sources of clogging in the drainage area (see Section 4.2 – Contributing Drainage Area). Helpful Skills:  Soil infiltration analysis techniques as per ASTM and/or current BMP design specifications  Excavation, dewatering, and sediment disposal in some cases  Knowledge of maintenance equipment, such as vac trucks, street sweepers, etc.  Knowledge of preferred conditions for bioretention, sand/organic filter media, or standard permeable pavement types and bedding layers  General practice of trying easier or less expensive strategies before jumping right to wholesale reconstruction of a practice Equipment Typically Used for Unclogging Activities:  Soil infiltration testing or geotechnical equipment  Small or large excavators, loaders, dewatering equipment (pumps, dirt bags, etc.), trucks to haul material to on-site or off-site disposal or reuse areas, erosion and sediment control supplies  Pavement demolition and repair equipment  Mulch, plants, filter media, and other materials needed to rebuild practices

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4.9. Vegetation Issue Applies Most Commonly To: Swales, Tree Planting, Bioretention, Green Roofs, and Ponds/Wetlands Problem #1: Not enough vegetation; vegetation is unhealthy Bioretention, Swales, Tree Planting:  Test soil/media to ensure proper conditions exist for plant survival.  Check water drawdown after a storm to make sure that wet/saturated conditions are not the cause of plant failure. If this IS an issue, see Section 4.8 – Clogging.  Amend or enhance soil as needed; soil may need more organic material to support plants, but do NOT use uncomposted organic material or animal waste, as it will likely export undesirable nutrients to the stormwater system.  If plants have continued to die, consider a different species or entire planting palette or revised planting plan (photo to right shows the need for a whole new planting plan). Also consider using an appropriate bioretention or swale native seed mix to supplement use of plugs or other nursery stock.  Consult a horticulturalist or plant nursery if there is evidence of disease or pests.  Replant and add mulch or ground cover as needed. Ponds and Wetlands:  See Section 4.13 – Pool Quality for general guidance on pond and wetland vegetation maintenance, as well as the following.  For emergent vegetation, determine whether water depths are too deep or shallow for survival (i.e., depths are different from design depths, or original design included improper vegetation).  If a small amount of supplemental vegetation is needed, plant wetland plugs per nursery guidance.  For large-scale plantings, drain the permanent pool and plant during the early spring. Green Roof:  Consult with a green roof plant vendor about possible causes of plant failure. Lack of watering during initial establishment could be the main culprit.  Work with a qualified vendor to develop and install a new planting plan.  Speak with building facilities maintenance personnel to ensure they understand need for watering and caring for new plants after they are installed. Helpful Skills:  Landscaping/gardening  Consult with Cooperative Extension Office or independent laboratory for soil testing  If original planting plan is deemed inadequate, consult a landscape architect or horticulturalist to determine whether a revised planting plan is needed.  Knowledge of native plant and/or wetland plant nurseries in general region

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Problem #2: Too much vegetation, overgrown (with invasive species), not maintained General Approach for All Practices:  Determine which invasive plants are present. For a list of regulated and prohibited invasive plants in New York State, see New York State Prohibited and Regulated Plants (NYS DEC, NYS Agriculture and Markets, 2014) at: http://www.dec.ny.gov/docs/lands_forests_pdf/isprohibitedplants2.pdf . Invasive plants shall be properly disposed of in a manner that renders them non-living and non-viable to prevent the establishment, introduction or spread of disposed species.  Review whether the original planting plan relied on these plants; for example, some wetland plans may rely on “aggressive colonizers” such as cat tails.  For more detailed information regarding appropriate control measures for each species, consult the Cornell Cooperative Extension Invasive Species Program at the following link: http://ccetompkins.org/environment/invasive-nuisancespecies/invasive-plants. If invasives have taken over the facility, wholesale removal and replanting with desirable species may be necessary.  If (non-invasive) plants are overgrown, (example in photo to right), remove, thin, or trim back excessive vegetation.  If an entire new planting plan is deemed necessary, use SMP-Specific Guidance in the remainder of this manual, along with landscaping goals for the site location, to devise a plan that allows for adequate growth over a long period of time. A simple, clear planting design (example in photo below) with a long-term plan has the best chance of being maintained through time. Maintenance crews need to know which plants are part of the design versus weeds and how the practice should look from year to year.  Develop a plan to ensure proper weeding, pruning, trimming, and replanting to maintain the plan over time.  See Section 4.13 – Pool Quality for general guidance on pond and wetland vegetation maintenance, as well as the following. Helpful Skills:  Knowledge of exotic and invasive species is needed. Consult a local Cooperative Extension Office.  Specific measures may include mechanical hand pulling, regrading (requires construction equipment), or herbicide/pesticide application safe for aquatic environments.  Landscape architect  Knowledge of wetland plants (for ponds/wetlands)  Knowledge of SMP design (to understand hydrologic regime for plant selection) Equipment Typically Used for Vegetation Maintenance Activities  Soil auger to diagnose issues of soil drainage that may affect vegetation health  Rakes, shovels, wheelbarrows, and other “landscaping” equipment  Light excavation or grading equipment for larger jobs  Equipment to deliver, unload, and move soil media, mulch, and other materials  Plants and/or seed mix, plus a way to move and store plant stock without damaging it or drying it out  Planting bars, soil drills, etc.  For planting in standing water (e.g., ponds, wetlands), pumps or pump-around systems and dirt bags or other ways to temporarily dewater planting area

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4.10. Embankment and Overflow Condition Issue Applies Most Commonly To: Swales, Bioretention, and especially Ponds/Wetlands Problem #1: Rill and channel erosion and bare dirt areas of embankments Bioretention, Swales:  Erosion and areas of bare dirt indicate two basic issues: 1) soils and moisture levels are not suitable for the plants or turf used; and 2) vegetation cannot take hold because of concentrated flow, physical wear, or poor soil conditions. Address these issues first with a soil/media test to ensure proper conditions exist for plant survival.  High salt content from winter deicing of pavement is a common culprit of poor soil conditions for roadside plants. If this is the case, restore area with plant species that can tolerate salt levels, or replace edge plants with a stone diaphragm to intercept runoff from road.  Amend or enhance soil as needed; soil may need more organic material to support dense ground cover.  For concentrated flow and physical wear, redirect concentrated flow so that it disperses in mulched and vegetated areas. Stake in mulch and replant with vigorous plants recommended through the soils test.  If plants have continued to die, consider a different species or entire planting palette or a revised planting plan (see Section 4.9 – Vegetation and photo to right). Also consider using an appropriate bioretention or swale native seed mix to supplement use of plugs or other nursery stock.  Consult a horticulturalist or plant nursery if there is evidence of disease or pests.  Replant and add mulch or ground cover as needed. Ponds and Wetlands:  Where erosion has deposited soil within the pond or wetland water line, remove this material and reshape the slope.  If a small amount of supplemental vegetation is needed, plant wetland plugs per nursery guidance.  To address rill and channel erosion, first obtain a soil sample test to get soil amendment recommendations. Undercut the eroded sections and replace with clean amended soil, based on the soil test, and reseed as appropriate for the season.  It may be necessary to stake in seed blankets or erosion-resistant lining (e.g., erosion-control matting or even rock in extreme situations) to stabilize eroded areas. Again, choose seed types appropriate for the season.  Based on soil test guidance, reseed bare areas to prevent further erosion.  For persistent problems, reroute the flow to more stable receiving areas using berms, diversions, etc. Helpful Skills:  Landscaping/gardening  Consult with Cooperative Extension Office or independent laboratory for soil testing.  If original planting plan is deemed inadequate, consult a landscape architect or horticulturalist to determine whether a revised planting plan is needed.  Knowledge of sediment and erosion control practices and resources appropriate for the area

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Problem #2: Settlement, loss of armoring material, erosion of emergency overflow General Approach for All Practices:  Settlement, loss of armoring material, erosion and accumulated debris can affect the dimension, water velocity or capacity of the emergency overflow such that embankment failure could occur in flood events (photos below).  Inspect for exposure of soil or geotextile base material in the overflow and rearmor areas of exposure.  In cases of settlement, a qualified engineer should be sought to assess its capacity and impact on pond capacity.  Erosion of spillways should be repaired and revegetated as described for embankments.

Problem #3: Impounding structure (embankment or dam) integrity issues due to tunneling or digging animals, woody vegetation or seepage Ponds/Wetlands:  Impounding structure stability is a serious concern, especially where trees have become established on the slopes, or there’s evidence of animal burrows or seepage.  The best approach for trees on the crest, slopes, and adjacent to an impounding structure or embankment is to cut them down before they reach significant size. If large trees have been cut down but their root systems not removed, carefully monitor the area around the remaining stumps for signs of seepage.  Exercise judgement for trees on the surrounding side slopes that are NOT impounding structures (not designed to hold back water in the pool). Sometimes a forested edge can enhance the appeal of a pond, but access for maintenance must also be available, and some trees can drop debris into ponds, leading to quality issues.  Animal burrows can be dangerous to the structural integrity of the embankment because they weaken it and can create pathways for seepage. Professional exterminators may be needed to trap and remove animal pests.  Seepage as water flow or boiling sand on the lower portion of the exterior slope or toe area of an impounding structure should be brought to the attention of a qualified engineer.  Leakage around conveyance structures such as barrel pipes or spillways should be monitored for increase since the last inspection. A qualified engineer is needed to resolve issues of piping or seepage along the barrel pipe through a dam.  Turbidity or cloudiness in seepage should also be brought to the attention of a qualified engineer. Helpful Skills:  Completion of self-guided training on dam safety through the Association of State Dam Safety Officials: http://www.damsafety.org Equipment Typically Used for Embankment and Overflow Maintenance Activities  Excavation or grading equipment for larger jobs  Equipment to deliver, unload, and move soil media, mulch, and other materials  Plants and/or seed mix, seed blanket and erosion control materials  Rod and level for settlement measurements  Clear glass bottle for seepage visual test

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4.11. Structural Damage Issue Applies Most Commonly To: Any Practice Problem: Structural damage to pipes, headwalls, standpipes, inlet/outlet structures, grates, curbs, and other structural components  Structural components are necessary for water to flow into and out of stormwater practices as intended. This is a broad category that involves components composed of concrete, metal, plastic, and other materials. Some common examples include:  Deteriorated or broken curbs that allow water to bypass a practice  Slumping or sinkholes where soil meets a concrete drop inlet or outlet structure  Broken or collapsed inlets  Connections in an inlet or manhole structure that are not parged and are leaky  Collapsed or crushed pipes (especially corrugated metal)  Missing or broken steps or other safety features in a manhole or riser structure  Root penetration and clogging of underdrain or other pipes  Broken check dams  There are too many particular instances to mention here, but the general idea is to inspect and repair any structural components that are affecting the performance of a practice or leading to a potential health or safety issue. Helpful Skills:  General contracting skills—concrete work, metal, proper joint sealing  Routing out clogged pipes  Perhaps CCTV experience to look for broken or clogged pipes Equipment Typically Used for Fixing Erosion:  General contracting  CCTV

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4.12. Pool Stability Issue Applies Most Commonly To: Ponds/Wetlands Problem: Flooded or dry pond – outlet issues General Approach for Ponds and Wetlands:

 Note high-water marks on structures or pond banks and compare with outlet structure weir.  If the outlet weir is submerged, investigate downstream for plugs such as beaver dams, woody debris or sediment bars. Refer to Section 4.3 – Physical Obstructions for removal of obstructions.  If the pond is retaining more water than it is supposed to and there is no flow from the outlet with no visible blockages in the outlet pipe, look for obstructions above the weir or outlet pipe. Woody debris, vegetation and silt can plug outfall weirs or blind rock outfall protection. Removal of such blockages tends to be a hand exercise. A jet/vacuum truck or other heavy equipment may be needed to clear excessive or precarious blockages (photo on right).  If the pond is too low and not holding water in the designated pool, the outlet structure should be closely inspected to see whether it has settled from the original construction or there is leakage through joints or cracks. Finding no deficiencies with the structure, investigate the pond embankment as described in Section 4.10 for evidence of seepage.  If there is no evidence of seepage and the outlet structure has no apparent structural defects, an engineer should be consulted to review the pond design and determine the proper outlet elevation.

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4.13. Pool Quality Issue Applies Most Commonly To: Ponds/Wetlands Problem #1: Littoral shelves and pond edge: not enough vegetation; vegetation is unhealthy; invasive plants have taken over Ponds and Wetlands:  If there is not enough vegetation or no vegetation, determine whether maintenance practices have killed the plants. If so, work with the owner to educate those responsible for pond maintenance on correct methods. Consult plans for original planting and replant.  For emergent vegetation, determine whether water depths are too deep or shallow for survival (i.e., depths are different from design depths, or original design included improper vegetation).  If a small amount of supplemental vegetation is needed, plant wetland plugs per nursery guidance.  For large-scale plantings, drain the permanent pool and plant during the early spring.If ponds are overgrown so that less than 25% of the surface area is visible, the pond water level should be lowered to enable selective plant removal.  Invasive plants, such as phragmites or common reed, should be removed with their roots. Be sure to restore areas that have been disturbed with replacement vegetation because root removal exposes soil to erosion. Invasive plants shall be properly disposed of in a manner that renders them non-living and non-viable to prevent the establishment, introduction or spread of disposed species.  Native plants selected based on environmental conditions have the greatest chance for survival.  Consult a horticulturalist or plant nursery if there is evidence of disease or pests. Helpful Skills:  Landscaping/gardening  If original planting plan is deemed inadequate, consult a landscape architect or horticulturalist to determine whether a revised planting plan is needed.  Knowledge of native plants and/or wetland plant nurseries in general region  Familiarity with New York invasive terrestrial and wetland plants and their control: http://nyis.info/

Problem #2: Pond color, scum, odor, algae and plant overgrowth  Ponds that have algae covering more than 20% of the surface should have maintenance to remove it. Raking or mechanical harvesting of filamentous algae offers short-term control, but feasible long-term strategies should be considered.  Pond maintenance companies should be relied on to identify the algae and appropriately control them. Pond specialists can control the algae growth in ponds, but its growth and reproduction are dependent on nutrients. When nutrients are in abundance, so will be the algae or vegetation.  Plants can be used in shallow shelfs at inlets to take up nutrients, but they must be maintained and cuttings removed to take nutrients out of the pond system.  If (non-invasive) plants are overgrown, remove or trim back excessive vegetation. Remove cuttings and trimmings. Do not allow vegetative debris to remain in the pond.  Pond clarity and color can be impacted by excessive sediment discharge or flow shortcircuiting. For issues of clarity and color, follow the recommendations in Section 4.7 – Sediment Buildup.  If invasive aquatic plants are identified, follow DEC guidelines for reporting and controlling invasives (see Section 4.9 – Vegetation).  Some color, odor, and pond quality issues can be caused by leaks, spills, and other releases in the drainage area. Any petroleum odor or oily sheen (aside from natural rainbow sheen associated with decomposition of organic matter) should be reported to the appropriate state or local response agency. Other peculiar colors or odors can be investigated in collaboration with relevant agencies. Common issues are grease, paint, or other substances poured into storm drains, dumpster management, and stockpiles of various materials exposed to rainfall.

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Section 5. Planning for Stormwater Maintenance Often, stormwater practices fall into disrepair because there is no plan in place for ensuring that they are maintained over time. As a result, maintenance can become reactive in nature, resulting in high costs for repairing damaged practices or practices becoming ineffective over time. This section outlines some key elements of stormwater maintenance planning, including: 1. Program models for stormwater maintenance 2. Inspection and maintenance checklists 3. Planning for the costs of stormwater maintenance 4. Identifying the need for infrequent maintenance items

5.1. Program Models for Stormwater Maintenance The Maintenance Hierarchy concept (See Section 1) is discussed throughout this chapter, but the individuals who will conduct the Level 1, Level 2 and Level 3 inspections and maintenance will vary depending on how the local program is administered. While this chapter does not focus on program elements, it is important to note that the local program requirements will influence who performs ongoing maintenance. This will play an important role in how to develop a comprehensive maintenance plan. Although there are many options for implementing a stormwater plan, they can be described by three broad categories, including: 1) Private Maintenance; 2) Local Program; and 3) Hybrid Approach. Understanding the program in the local community will influence the best techniques for developing the maintenance plan (Table 5.1).

Option 1: Private Maintenance In this option, maintenance is the responsibility of the private land owner. In regulated MS4s, however, the land owner will periodically report to the local government. In this model, it is important to ensure that the maintenance plan is very easy to understand and includes pictures of key practice elements. If possible, include a list of contractors who will be able to perform maintenance items and how much these will cost. Finally, materials should point homeowners to resources so that they can learn more about the practices on their property. DEC’s Maintenance Photo Library and Training Materials webpage (link) can be useful tools for this purpose.

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Option 2: Local Government Maintenance In this option, the local government takes over maintenance responsibility for all stormwater practices. While it is still important to develop a clear and simple plan, the designer can assume some level of training or supervision for the individuals conducting inspections and maintenance. For publicly maintained practices, it is helpful to find out what resources the local government has in place for developing the plan. These resources may be in the form of existing reporting and tracking procedures, which can be modified for the specific practice, or equipment such as vacuum sweepers. Maintenance access should be made available to local government staff through official easements.

Option 3: Hybrid Approach In the hybrid approach to stormwater maintenance, larger practices or practices on public land are maintained by the local government, and smaller practices on private property are maintained by the owner. There are other hybrid models, however. For example, the local government may take responsibility for inspections but leave the owner responsible for maintenance items identified during the inspection. Table 5.1 Maintenance Considerations for Three Program Options Program Option

Inspection/Maintenance Performed By:

Key Considerations for the Designer

Option 1: Private

Level 1: Property owner or HOA Level 2: Private Contractor Level 3: Certified Contractor

Make the plan very simple and graphic intensive. Include a list of contractors if applicable. Provide links to educational materials.

Option 2: Local Program

Level 1: Interns or Untrained Staff Level 2: Trained Local Staff Level 3: City/Town Engineer or other individual hired by the city or town

Learn about the resources the local program has at its disposal. If government staff are being trained, develop a maintenance plan that is consistent with their knowledge and understanding. Be aware of equipment and materials on hand in this community.

Option 3: Hybrid Approach

Inspection is typically divided, where larger practices or those on private property are maintained by the public entity.

Understand how this maintenance is divided, and develop a plan that is consistent with this arrangement.

Special Considerations for Green Infrastructure Practices Because many of the Green Infrastructure practices included in this manual, such as Tree Planting, Rain Gardens and Sheetflow and Level Spreaders, are implemented at a very small scale, they present a unique challenge in terms of stormwater maintenance. These practices are more likely to be located on private property. As a result, the designer needs to consider the Private Maintenance model. Maintenance plans for these small practices should be as simple as possible, and the designer should ensure that maintenance can be completed with readily available materials.

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5.2. Inspection and Maintenance Checklists and Documentation The checklists included in this chapter are specific to the maintenance hierarchy. The maintenance plan should include inspection checklists for all three hierarchies. In addition, these checklists should be modified to identify the specific practice elements included in each design. The materials developed as a part of the maintenance plan should be provided to the practice owner and local government. (See Table 5.2) Table 5.2. Customizing Checklists and Guidance Hierarchy

Checklist/Checklist Guidance

Tips for Customizing Add photographs of the practice (once installed), and include a simple aerial photograph of the site to locate the practice. Include key local government contacts and contractors along with the checklist.

Level 1

Section 2 includes both the checklists and guidance.

Level 2

Section 3 includes guidance on how to respond to the Level 1 Inspection and/or activate a Level 3 investigation. Appendix B includes routine inspection checklists for the Level 2 Inspector.

Modify to remove elements that are not in this particular practice.

Level 3

Guidance is included in Sections 3 and 4.

Typically, this will not need to be modified.

5.3. Budgeting for Maintenance A maintenance plan should include a budget for annual maintenance. In the Public Maintenance model, a single entity (the local government) will be responsible for maintenance of many practices, so the cost of maintenance for an individual practice may not be as important as estimating the average cost of maintenance across all practices. For privately maintained practices, on the other hand, it is very helpful to develop a cost estimate that is as accurate as possible for the specific location. As a result, two options for estimating costs are presented here, including: 

Option 1: Average or Unit Costs Generalized cost data are used to estimate an annual cost. This option may be used for a municipality or other institution that manages a large number of practices.



Option 2: Detailed Individual Practice Budget Annual costs are estimated using more detailed practice information, as well as more detailed estimates of labor and materials costs.

Option 1: Average or Unit Costs In this option, annual maintenance costs are estimated on a per-acre basis or based on a percentage of the construction costs. These prices typically range from about 1% to 4% of the construction costs (King and Hagan, 2011; Table 5.3). Table 5.3 Typical Maintenance Costs (Source: King and Hagan, 2011; Adjusted to 2015 Costs) Practice

Annual Maintenance Cost (% of Construction)

Annual Maintenance Cost ($/cubic foot of the water quality volume– WQV—treated)

Buffers Tree Planting Ponds and Wetlands Infiltration Trench/ Basin Filtering Practices Bioretention Swales Permeable Pavement

4% 4% 4% 2% 4% 4% 3% 1%

$0.25-$0.35 $0.35 $0.22-$0.35 $0.25 $0.41-$0.47 $0.44 $0.18-$0.26 $0.64-$0.89

While the costs in Table 5.3 may be a reasonable starting point, it is important to note that the actual data will vary greatly, depending on labor rates and materials costs. For example, the hourly “Open Shop” labor rate for rough grading is approximately $27/hour in Elmira and $38/hour in New York City (Means, 2015). In addition, costs for labor, materials and equipment will vary depending on the maintenance arrangement (Table 5.4).

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Table 5.4 Variability in Maintenance Costs Based on Maintenance Arrangement Maintenance Arrangement

Labor

Materials

Equipment

Public Maintenance (Municipality)

Level 1: Intern Wage Level 2: Staff Salary Level 3: Professional Staff or Contractor

Private Maintenance (Homeowner)

Level 1: Homeowner (Free) or Contractor Level 2: Private Landscaper or Contractor Level 3: Professional Contractor

Private Maintenance (Commercial or HOA)

Level 1: Free (with HOA volunteers) or Contracted Labor Rate Level 2: Private Landscaper or Contractor Level 3: Professional Contractor

Option 2: Site-Based Costs Because both the unit costs of labor and materials and the average annual costs of maintenance can be so highly variable, more detailed data will be needed to estimate costs at a particular site. One approach for estimating these costs is to generate a list of routine maintenance items, along with associated unit costs for labor, materials and equipment. This approach requires the user to enter basic design data for the practice, as well as information regarding local labor rates and other general costs. In the bioretention example below, unit costs are used to estimate routine maintenance costs, including inspections and regular maintenance.

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Unit Costs

Water Quality Volume (cf)

1,600

Level 1 Labor ($/hr)

$15

Forebay Volume (cf)

400

Level 2 Labor ($/hr)

$35

Total Practice Area (sf)

2,000

Mulch ($/cy)

$10

Filter Area (sf)

1,000

Plants ($/plant)

$1

Ponding Area (sf)

1,500

$25

Slope Area (sf)

500

Trash Tipping Fee Seed/Mulch for a small area

Turf Area (sf)

No Turf

Inlets (#)

1

Maintenance Guidance

Average Cost for a PVC Replacement Part (Planning Level)

$10 $100

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Table 5.6. Bioretention Example ‐ Routine Maintenance Costs Annual Costs

Frequency (x/year, Decimal)

Typical Extent

Level 1 Inspection ‐ 1 to 5acre drainage

1

Practice

1

1 per inspection

1

1

$15

$15

Level 2 Inspection ‐ 1 to 5acre drainage

0.2

Practice

1

2 per inspection

0.4

2

$14

$14

Watering ‐ grass and plants: Year 1

16

Weekly for first growing season, over filter surface area

1,000

0.5 per 400 sf area

24

1

Assume minimal cost for water

$360

$360

Trash and Debris Removal

4

Ponding area

1,500

1 per 400 sf practice surface area

15

1

Assume $25 Tipping Fee for Each Trip

$225

Weeding

2

Assume 50% of practice area

1,000

4 per 400 sf practice surface area

20

1

Mulching

1

Ponding area

1,500

4 per 400 sf area

15

1

Sediment Removal (minor)

1

1

1 per small area

1

1

Erosion Repair (minor)

1

25

1 per 25 sf

1

1

Erosion Repair (minor)

1

50

1 per 25 sf

2

1

Minor Regrading

0.5

5

1 per repair

2.5

2

Planting (plants)

0.2

1,000

8 per200 sf

8

1

Task

Minor PVC or Metal Repairs (observation well cap, PVC riser, grates) Sediment Removal (small forebay)

Maintenance Guidance

Assume one small area per inlet Inlets; assume 25 sf/practice 10% of slope area 1 spot per 400 sf of practice area Assume 50% of practice area

Extent

Hours (Unit)

Hours/yr

Materials and Equipment

Level

0.2

1 per practice

1

1 per repair

0.2

2

0.2

per forebay

1

2 per forebay

0.4

2

Labor

Materials and Equipment

$100

$300 Bark mulch; assume 15 cy/application

$225

$325 $300

$150

$15 Seed, mulch and topsoil Seed, mulch and topsoil Assume done by hand Assume 500 plants/planting Assume about a $100 piece of equipment Assume removal by hand

Total

$375 $15

$15

$10

$25

$30

$20

$40

$88

$88

$120

$100

$220

$7

$20

$27

$14

$14

Total Costs ‐ Year 1

$1,428

$400

$1,828

Total Costs ‐ Subsequent Years

$1,068

$400

$1,468

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5.4. Planning for “Non-Routine” Maintenance If the guidance provided in this chapter is followed and practices are designed properly, the routine maintenance (and budget guidance in Section 5.3) should be sufficient to keep a practice functioning indefinitely, but planning is needed for infrequent maintenance items. In the initial maintenance plan, identify a few of the most likely infrequent items. If initial routine inspections start to identify a more serious problem, develop a plan and budget for performing the repairs. To be more conservative, another option is to provide a contingency budget to plan for non-routine repairs over the life of the practice. Note: Maintenance and repairs that rise to a Level 3 inspection may require permits from the NYS DEC and/or US Army Corps of Engineers if they are undertaken within or adjacent to regulated wetlands or other waters of the U.S.

Maintenance Guidance

98