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2017.05.15 SWPPP Report W.appendices
May 15, 2017 Stormwater Pollution Prevention Plan LION (SWPPP) CC ® for v Aviation Mall Connector Road Town of Queensbury Warren County, New York Prepared for: AA--AL PYRAM1D PYRAMID MANAGEMENT GROUP, INC. 4 Clinton Square Syracuse, NY 13202 Prepared by: C.T. MALE ASSOCIATES ENGINEERING,SURVEYING, ARCHITECTURE &LANDSCAPE ARCHITECTURE, D.P.C. 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 04.9368 Unauthorized alteration or addition to this ©Copyright 2017 Document is a violation of the New C.T.MALE ASSOCIATES York State Education Law. C.T. MALE ASSOCIATES STORMWATER POLLUTION PREVENTION PLAN (SWPPP) AVIATION MALL CONNECTOR ROAD TABLE OF CONTENTS Page 1.0 CERTIFICATIONS.........................................................................................................1 1.1 Contractor ...........................................................................................................1 1.2 Contractor Responsibilities...............................................................................2 1.3 Certification of SWPPP Preparer .....................................................................4 2.0 REQUIREMENTS AND TECHNICAL STANDARDS.............................................5 3.0 PROJECT OVERVIEW...................................................................................................6 3.1 Existing Conditions............................................................................................7 3.2 Post-Developed Conditions..............................................................................8 4.0 STORMWATER MANAGEMENT PLANNING.......................................................9 4.1 Step 1: Site Planning...........................................................................................9 4.1.1 Preservation of Natural Features and Conservation........................9 4.1.2 Reduction of Impervious Cover...........................................................9 4.2 Step 2: Calculation of the Water Quality Volume (WQv) ..........................10 4.3 Step 3: Runoff Reduction ................................................................................10 4.3.1 Evaluation of Green Infrastructure Techniques..............................10 4.4 Step 4: Use of Standard Stormwater Management Practices.....................11 4.5 Step 5: Design of Volume and Peak Rate Control Practices ......................11 5.0 STORMWATER MANAGEMENT OBJECTIVES....................................................12 5.1 Purpose and Methodology.............................................................................12 5.2 Stormwater Management Practices Employed ...........................................12 6.0 EROSION AND SEDIMENT CONTROLS...............................................................12 6.1 Stabilization Requirements.............................................................................13 6.2 Trench De-Watering ........................................................................................14 6.3 Dust Control......................................................................................................14 6.4 Construction Materials Management Plan...................................................14 6.5 Maintenance and Repairs................................................................................15 7.0 INSPECTION AND MAINTENANCE REQUIREMENTS....................................16 7.1 Contractor Requirements................................................................................16 7.2 Qualified Inspector Requirements.................................................................16 -i- C.T. MALE ASSOCIATES STORMWATER POLLUTION PREVENTION PLAN (SWPPP) AVIATION MALL CONNECTOR ROAD TABLE OF CONTENTS 7.3 SWPPP Inspection Requirements ..................................................................16 8.0 WINTER SHUTDOWN PLAN...................................................................................18 9.0 POST CONSTRUCTION OPERATIONS AND MAINTENANCE.......................19 9.1 Operations and Maintenance Manual...........................................................19 FIGURES 1 Site Location Map APPENDICES A Soils Information B Drainage Maps and Supporting Calculations C Post-Construction Operations and Maintenance Manual (O&M Manual) -ii- C.T. MALE ASSOCIATES 1.0 CERTIFICATIONS 1.1 Contractor All Contractors and Subcontractors who perform earth disturbance on the project site shall sign and date a copy of the following certification statement before undertaking any construction activity at the project site: "I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System (SPDES)general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations." CONTRACTOR: Company Name,Mtle/Date SUBCONTRACTOR: Company Name,Mtle/Date SUBCONTRACTOR: Company Name/Title/Date If additional Contractors/Subcontractors must sign the Stormwater Pollution Prevention Plan (SWPPP),please continue on the back of this page. -1 - C.T. MALE ASSOCIATES 1.2 Contractor Responsibilities Prior to the commencement of construction activity, the Contractor(s) and Subcontractor(s) that shall be responsible for installing, constructing, repairing, inspecting and maintaining the erosion and sediment control measures included in the be identified. The following chart shall be filled out prior to commencement of construction by Owner/Operator. Task: Responsible Contractor: Installing erosion and sediment controls (ESC) Daily inspection of ESC Maintenance/Repair of ESC Seeding/stabilization of disturbed areas Each of the Contractors and Subcontractors shall identify at least one trained individual from their company who will be responsible for implementation of the SWPPP. One trained individual shall be on-site on a daily basis when soil disturbance activities are being performed. A trained contractor is defined by the General Permit as: An employee from a contracting (construction) firm that has received four (4) hours of training, which has been endorsed by the NYSDEC,from a Soil and Water Conservation District, CPESC, Inc., or other NYSDEC endorsed entity, in proper erosion and sediment control principles. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. This individual shall be responsible for implementation of the SWPPP. -2- C.T. MALE ASSOCIATES The following individuals have been identified on this project as trained contractors: CONTRACTOR: Company Trained Individual SUBCONTRACTOR: Company Trained Individual SUBCONTRACTOR: Company Trained Individual -3- C.T. MALE ASSOCIATES 1.3 Certification of SWPPP Preparer "I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the General Permit (GP-0-15-002). Furthermore, I understand that certifying false, incorrect, or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." Name: T. Tames Houston,P.E. Title: Sr. Civil Engineer Signature: Date: -4- C.T. MALE ASSOCIATES 2.0 REQUIREMENTS AND TECHNICAL STANDARDS This report has been prepared in accordance with the following technical standards: ➢ New York Standards and Specifications for Erosion and Sediment Control, published by the "Empire State Chapter of the Soil and Water Conservation Society," dated July 2016. This is the technical standard for erosion and sediment controls. ➢ New York State Stormwater Design Manual, published by "New York State Department of Environmental Conservation," dated January 2015. This is the technical standard for design of stormwater management practices. -5- C.T. MALE ASSOCIATES 3.0 PROJECT OVERVIEW The proposed Aviation Mall Connector Road (Project) is located at the western entrance to the Aviation Mall (Aviation Mall Road), near the intersection with Aviation Road (Rte. 254) in the Town of Queensbury, Warren County, New York. The total site acreage associated with the mall parcel is in excess of 56 acres;however, improvements are only being proposed for a small portion (±1.6 acres) of the overall site. Refer to Figure 1, "Site Location Map". A new hotel facility (designed by others) is being proposed on an adjacent parcel to Aviation Mall and is currently owned by Pyramid Management Group, Inc. (Pyramid). The hotel owner plans to purchase this property from Pyramid and will be responsible for the design and maintenance of on-site stormwater management practices on that portion of the site. An access road to service the hotel (designed by others) will provide a point of ingress from Aviation Road; however, the egress will allow right turns only, as there is no signalized light at this location. The proposed connector road (designed by C.T. Male Associates), which will link the hotel parking lot to the western Aviation Mall Road entrance, has been requested by the Town of Queensbury. The road will provide hotel guests to access both the mall, as well as a signalized intersection,which will allow guests to safely make left-turns onto Aviation Road. This Project will involve the construction of a 17,500± SF paved access road, and will include stormwater management practices which will treat runoff from the road. Utility relocation and coordination is also a component of the Project. One (1) Notice of Intent (NOI) will cover the work associated with this Project,as well as the hotel and access road project(s). The proposed Project proposes to create approximately 0.1 acres of new impervious area and 0.36±acres of the existing impervious area will be redeveloped/replaced. The stormwater infrastructure to be constructed includes two (2) bioretention treatment areas, which will be located along the connector road, along with a closed-pipe system, which will convey runoff from larger storm events (10 and 100 year). A hydrodynamic treatment unit is located at the southern end of the proposed connector road. The Owner will own and maintain the stormwater management improvements,lawn area(s) and access drives. The total amount of physical land disturbance associated with the Project will be approximately 1.6 acres; therefore, the amount of disturbance exceeds the threshold of 1.0 acre. Since this project is associated with a larger project (by others), a Notice of Intent (NOI) which covers runoff from both the hotel and access roads will be filed with NYSDEC. Per the General -6- C.T. MALE ASSOCIATES Permit, the Applicant is required to prepare a SWPPP and submit a completed Notice of Intent (NOI) to the NYSDEC prior to starting construction. A waiver is required if disturbance is anticipated to exceed 5 acres. It is not anticipated that the amount of disturbance on this project combined with the hotel/access road project(s) will exceed 5 acres at any one time during construction;therefore,a 5-acre waiver will not be required. If it is determined that disturbance will exceed this threshold, a 5-acre waiver will be applied for prior to the commencement of construction activities. The Project is located within a traditional land use control Municipal Separate Storm Sewer System (MS4). The Town of Queensbury is the MS4 entity for this project. The SWPPP must be accepted by the Town of Queensbury's designated SMO. The area where the Project site is proposed is currently largely undeveloped but there are remains of a former road and parking lot. Runoff from adjacent off-site buildings to the north, as well as existing off and on-site building foundations to the west, drains towards the site. At this point in time, the only existing impervious surfaces to be removed are those which are in the path of the proposed connector road. After a review of the soil survey, it was determined that the entire site is comprised of Hydrologic Soil Group (HSG) "A" soils. Slopes across the site generally range from 0 to 10%. Soils information has been obtained from the United States Department of Agriculture's "Web Soil Survey." Refer to Appendix A, "Soils Information," for additional soils information. The Project proposes no impacts to delineated or mapped regulated wetlands (state or federal). The Project site generally slopes and drains toward the east and drains into a stormwater collection system owned by Pyramid. The Project site is not located in an enhanced phosphorus watershed,as described in Appendix C of the General Permit. 3.1 Existing Conditions Based on a review of the Soil Survey, it was determined that site soils are conducive to stormwater infiltration practices. Prior to the commencement of construction activities, the infiltration properties of the on-site soils, as well as depth to soil restrictive layers (i.e., groundwater,bedrock,et.c) will need to be investigated. If on-site soils' testing reveals that soil conditions are contrary to what has been assumed in this report, the stormwater management practice designs and calculations will be revisited. - 7- C.T. MALE ASSOCIATES 3.2 Post-Developed Conditions The amount of redeveloped impervious area associated with the proposed connector road is 0.36 acres and the total amount of new impervious area associated with the proposed connector road is approximately 0.1 acres. Two (2) bioretention areas are proposed along connector road, along with a hydrodynamic treatment unit. Each bioretention area contains an overflow structure which ties into the piped conveyance system. Due to the decrease in overall impervious area, the proposed conditions flows are less than those during existing conditions; therefore, overbank and extreme flood control are not required. Flows from larger storm events will bypass the treatment practices and continue to drain similarly to existing conditions. The bioretention areas have been designed in accordance with the design manual and will treat and detain runoff from the WQv event. It is estimated that the Project will commence in the fall/late summer of 2017 with an estimated completion time of spring 2018. -8- C.T. MALE ASSOCIATES 4.0 STORMWATER MANAGEMENT PLANNING The five step stormwater management planning process described in Chapter 3 of the Stormwater Management Design Manual has been followed. The following sections describe each of the steps. 4.1 Step 1: Site Planning An Environmental Resource Map has been prepared, and is included as Figure 2. Based on the Map,the site planning measures described in the following sections have been evaluated. 4.1.1 Preservation of Natural Features and Conservation Preservation of Undisturbed Areas - Undisturbed areas have been left intact to the maximum extent practicable. Preservation of Buffers-Buffers have been preserved to the extent practicable. Reduction of Clearing and Grading- The clearing and grading limits have been reduced to the extent practical for this project. Some of the area within the proposed access road path will be redeveloped as well. Locating Development in Less Sensitive Areas - The proposed project is not located in a sensitive area. Open Space Design-This practice is not applicable to this type of project. Soil Restoration - The grassed areas that are to be disturbed will be restored with similar materials,except where pavement improvements occur. 4.1.2 Reduction of Impervious Cover Roadway Reduction-The roadway has been reduced to the extent practicable. Sidewalk Reduction-The proposed sidewalks have been reduced to the extent practicable. Driveway Reduction-No driveways are proposed as a part of this project. Cul-de-sac Reduction-Not applicable to this project. - 9- C.T. MALE ASSOCIATES Building Footprint Reduction-No buildings are proposed as part of this project. Parking Reduction-Parking is not proposed as part of this project. 4.2 Step 2: Calculation of the Water Quality Volume (WQv) For stormwater management design purposes, the existing site has been divided into one (1) drainage area and the proposed site has been divided into five (5) subcatchments, which ultimately drain to the same, single design point under both existing and proposed conditions. The bioretention areas have been sized to treat 100% of the water quality volume (WQv) associated with new impervious surfaces and 25% of the WQv associated with reconstructed impervious surfaces. The hydrodynamic treatment unit has been sized to treat 75% of the redeveloped impervious surfaces. These drainage areas are shown on the existing and proposed conditions drainage maps, which are included in Appendix B. Additionally, WQv calculations are included in Appendix B. 4.3 Step 3: Runoff Reduction Detailed runoff reduction volume (RRv) calculations are included in Appendix B. 4.3.1 Evaluation of Green Infrastructure Techniques Conservation of Natural Areas-Will be preserved to the extent practicable. Sheet flow to Riparian Buffers or Filter Strips - This practice is not included; however, most buffers will remain undisturbed. Vegetated Swale - Other green infrastructure techniques which better suit the project site have been included in lieu of vegetated swales. Tree Planting / Tree Pit - Trees will be planted as a portion of this project; however, they are not counted towards GI credit. Disconnection of Rooftop Runoff - This option is not applicable, as no buildings will be constructed as part of this project. Stream Daylighting-This practice is not applicable. - 10 - C.T. MALE ASSOCIATES Rain Gardens - This practice is not applicable, as this practice should only be used to treat rooftop runoff. Green Roofs - This practice is not included, as no buildings will be constructed as part of this project. Stormwater Planters-This practice is not included,as it is not practicable for this project. Rain Barrels and Cisterns-This practice is not included,as it is not practicable for this project. Porous Pavement-The road grades are too steep to utilize porous pavement. Standard SMPs with RRv Capacity-This project includes the use of two (2) bioretention areas. 4.4 Step 4:Use of Standard Stormwater Management Practices This project includes two (2) bioretention areas which are designed to treat runoff from the WQv event. 4.5 Step 5: Design of Volume and Peak Rate Control Practices Due to the minor increase in impervious surfaces, volume and peak rate control practices were not required. Stormwater runoff from the proposed access road will flow into either the bioretention areas or hydrodynamic treatment unit, where it will be treated. Hoods/snouts will be utilized in selected storm structures in order to provide pretreatment. Flows from larger storm events, including the 1-,10-and 100-year storms,will bypass the bioretention areas. RRv and flow rate calculations have been included in Appendix B and a table including the pre and post-conditions flow rates is included below. The existing drainage patterns have been maintained for the proposed development as much as possible. The stormwater management practices selected for use on this site will help to mitigate potential stormwater quality impacts and prevent soil erosion and sedimentation that can result from stormwater runoff. Design Point Peak Flow Rate-1 Year Peak Flow Rate-10 Year Peak Flow Rate-100 Year Storm Event Storm Event Storm Event Existing Conditions - 0.02 cfs 1.58 cfs 7.40 cfs DP-1EX Proposed Conditions- 0.01 cfs 1.38 cfs 7.17 cfs DP-1PR -11 - C.T. MALE ASSOCIATES 5.0 STORMWATER MANAGEMENT OBJECTIVES 5.1 Purpose and Methodology The purpose of the Stormwater Management Controls developed for the site is as follows: A. Maintain existing drainage patterns as much as possible and continue the conveyance of upland watershed runoff. B. Control increases in stormwater runoff resulting from the proposed development without adversely altering downstream conditions. C. Mitigate potential stormwater quality impacts, and prevent soil erosion and sedimentation resulting from stormwater runoff. D. Control discharge volume(s). 5.2 Stormwater Management Practices Employed The Stormwater Management Practices (SMPs) to be installed include bioretention areas. The software program HydroCAD, version 10.00, was utilized to perform hydrologic computations. There is a single design point shown on the drainage maps included in the calculations appendix. Runoff rates during the 1, 10 and 100 year storm events are less than existing conditions peak runoff rates due to the overall decrease in tributary impervious surfaces draining toward the design point. It is our opinion that the proposed site modifications, as designed, will not adversely impact downstream properties or drainage systems, if stormwater management facilities are constructed in accordance with the site plans and this report. 6.0 EROSION AND SEDIMENT CONTROLS The erosion and sediment controls for this project are in accordance with the New York Standards and Specifications for Erosion and Sediment Control, dated July 2016. Erosion control measures selected for this Project site include, but are not limited to, the following: silt fence, stabilized construction entrance(s), sediment traps(s) and concrete washout(s). The following are descriptions of each Erosion and Sediment Control practice to be used on-site and conditions of implementation: -12- C.T. MALE ASSOCIATES • Silt Fence - Install silt fence as described in the construction sequencing notes on the ESC plan sheet, and per the silt fence detail on the ESC detail sheet. Silt fencing shall be installed prior to earth moving/soil disturbance activities and should be properly toed in. Prefabricated silt fence units can be used in place of separate stakes/fabric rolls. Silt fence shall be monitored throughout construction to ensure that it is functioning properly and that sediment buildup is not excessive. Silt fence shall remain in place until all tributary drainage areas have achieved sufficient stabilization (80% vegetative cover). • Sediment Traps -Sediment traps should be installed downstream of where runoff from active construction is being generated. Locations of sediment traps are shown on the ESC plan. Sediment traps should be monitored and sediment removed if the sediment is causing the traps to function poorly. Traps should be removed/regraded once final grading and stabilization activities commence. • Stabilized Construction Entrance(s) - Stabilized construction entrances shall be installed in the locations shown on the ESC plan, and per the stabilized construction entrance detail on the ESC detail sheet. Stabilized construction entrances should be installed prior to the start of earth moving/soil disturbance activities on the project site. Construction entrance shall be maintained at all times and road sweeping at the entrance to each shall be conducted if sediment is tracked off-site. Stabilized construction entrances can be removed when the parking areas have been stabilized and sediment tracking is no longer a concern. • Concrete Washout - Concrete washouts should be installed so that concrete waste is contained and not littered around the site. The washouts should be constructed per the detail on the associated plans. Washouts should always be lined and concrete should be removed when the maximum capacity of the washout is near (when concrete waste level is within 1-foot of the top of washout). 6.1 Stabilization Requirements Stabilization in areas to remain vegetated shall consist of seeding and straw/mulch. The Contractor shall initiate stabilization measures as soon as practical in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than fourteen (14) calendar days after construction activity in that portion of the site has temporarily or permanently ceased. This requirement does not apply in the following instances: -13- C.T. MALE ASSOCIATES A. When the initiation of stabilization is not practicable due to excessive snow cover (which is defined as at least one foot),at the discretion of the qualified inspector. B. When construction activity on a portion of the site has temporarily ceased and earth- disturbing activities shall resume within twenty-one (21) calendar days, then temporary stabilization measures do not need to be initiated on that portion of the site. 6.2 Trench De-Watering Trench dewatering,if needed, shall be conducted using a portable pump and hose,or a vacuum tank truck, as needed. Water should be pumped to an appropriate, stabilized area, so as not to cause erosion. 6.3 Dust Control Dust shall be controlled on the Project by use of a water truck. The qualified inspector shall determine the frequency of water application in order to control dust. Chemicals or other methods of dust control are prohibited to be used on the Project, unless approved by NYSDEC Region 6 office. 6.4 Construction Materials Management Plan During construction, the following materials could be used and stored on-site: Concrete additives, paints/solvents,acids,cleaning products,petroleum-based products/fuel,pesticides, fertilizers, construction wastes, sanitary wastes, and tackifier for soil stabilization. The aforementioned materials shall be managed using the following procedures: 1. Good Housekeeping. 1.1. Store only products required to do the job on the site, and use all of a product before disposing of the container. 1.2. All materials stored on-site shall be stored in a neat and orderly manner. Containers shall be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. 1.3. Products shall be kept in their original container with manufacturers' label. 1.4. Manufacturer's recommendations for proper use and disposal shall be followed. 2. Hazardous Products: 2.1. Material Safety Data Sheets (MSDS) for each substance with hazardous properties shall be provided on-site. Each employee who must use the product shall be instructed on the use of MSDS Sheets and specific information applicable to that product. -14- C.T. MALE ASSOCIATES 2.2. If a surplus of the product must be disposed of, manufacturer's, local/state/federal recommended methods for disposal shall be followed. 3. Petroleum Products: 3.1. All on-site vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. 3.2. Petroleum products shall be sealed in properly labeled containers. 4. Fertilizers: 4.1. Fertilizers shall be applied in the minimum amounts recommended by the manufacturer and be immediately worked into the soil to limit exposure to stormwater. 4.2. Storage of fertilizers shall be placed in a plastic bin and stored in a covered area to prevent spills. 5. Paints, Solvents: 5.1. Excess paint and solvents shall not be discharged into the storm sewer and shall be properly disposed of according to New York State regulations. 6. Concrete Wastes: 6.1. Washwater may be disposed of on the site in a specifically designed diked area or into forms to make other useful concrete products. 6.2. Hardened residue from the concrete washout area shall be disposed of as construction waste. 6.3. All concrete wash areas shall be located in an area where it is not likely to contribute to stormwater discharged. This determination shall be made by the Engineer or qualified professional during construction. 7. Solid/Construction Wastes: 7.1. All waste materials shall be stored in an appropriate lidded dumpster, and disposed of by a licensed waste management company in the State of New York. 7.2. No construction materials shall be buried on-site, and all personnel shall be instructed on correct procedures for waste disposal. 8. Sanitary Wastes: 8.1. All sanitary waste shall be collected from portable units by a New York State licensed portable facility provider. 8.2. All portable units shall be located in a place where it is not likely to contribute to stormwater discharge. 6.5 Maintenance and Repairs -15 - C.T. MALE ASSOCIATES The Contractor is responsible to perform maintenance and repairs of the erosion and sediment control measures,within one (1) business day of the deficiencies being observed. The erosion and sediment control measures shall be installed and maintained by the Contractor until the vegetated areas have achieved 80% growth. 7.0 INSPECTION AND MAINTENANCE REQUIREMENTS 7.1 Contractor Requirements 1. All erosion and sediment control measures in the SWPPP and construction plans shall be maintained in effective operating condition during construction. 2. Per the General Permit, the Contractor shall inspect the erosion and sediment control measures in the SWPPP to ensure that they are being maintained in effective operating condition during construction. If soil disturbance activities have been temporarily suspended and temporary stabilization measures have been applied to disturbed areas, the Contractor may cease these ongoing inspections. 3. The Contractor may cease ongoing inspections of erosion and sediment control measures and remove these features when the Project has been completed and areas have received final stabilization as defined in Section 7.1 Stabilization Requirements. 7.2 Qualified Inspector Requirements The qualified inspector is defined by the General Permit as the following: A person knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect,or other NYSDEC endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles. After receiving the initial training, the trained individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. 7.3 SWPPP Inspection Requirements -16- C.T. MALE ASSOCIATES The qualified inspector shall conduct site SWPPP inspections in accordance with the General Permit the following timetable: 1. Inspect the installed erosion and sediment control measures at the site prior to the start of construction activities. 2. Inspect the site once every seven(7)-calendar days during ongoing construction activities. 3. Inspect the site every thirty (30) days where soil disturbance activities have been temporarily suspended and temporary stabilization measures have been applied to disturbed areas. Owner/Operator shall contact the Town of Wilton SMO in writing prior to reducing the frequency of inspections. 4. Inspect all points of discharge to natural surface waterbodies located within, or immediately adjacent to,the property boundaries of the construction site. 5. Upon project completion, perform a final inspection to certify that the Project has achieved 80% vegetative cover. The inspector shall perform the SWPPP inspections in accordance with the General Permit requirements. Within one (1) business day of completing the SWPPP inspection, the qualified inspector shall notify the Owner/Operator and Contractor of any corrective actions that need to be taken. All completed SWPPP inspection forms shall be maintained in Appendix G of this SWPPP and shall be on the construction site at all times. -17- C.T. MALE ASSOCIATES 8.0 WINTER SHUTDOWN PLAN The Contractor shall notify the SWPPP inspector of the erosion control measures intended to stabilize the site against erosion. In preparation for winter shutdown, the Contractor shall provide and implement one (or a combination) of the following erosion control measures on areas where vegetation has not been established: • jute/coconut fiber blankets; • geotextile; • tackifier; • hay/straw mulch;or • alternate method(s) acceptable to the Engineer and the NYSDEC. Following the SWPPP inspector's acceptance of the erosion control measures selected for winter shutdown, the site shall have a minimum of one (1) SWPPP inspection conducted per month. Additionally, SWPPP inspections shall also be conducted after rainfalls in excess of one-half (1/2") inch in a 24-hour period and after significant snowmelt occurs. If these inspections reveal areas damaged by erosion, the Contractor shall provide repairs prior to the next scheduled SWPPP inspection. -18- C.T. MALE ASSOCIATES 9.0 POST CONSTRUCTION OPERATIONS AND MAINTENANCE 9.1 Operations and Maintenance Manual The Post Construction Operations and Maintenance Manual (O&M Manual) consists of maintenance procedures that shall be employed after construction has been completed and final stormwater management facilities are in operation. The O&M Manual identifies the components of the stormwater management system that shall be maintained on a regular basis to ensure proper function, useful life, and the design intent of the SMP(s). The Owner shall be responsible for maintenance of stormwater management facilities once construction has been completed. Refer to Appendix C "Post Construction Operations and Maintenance Manual." - 19- C.T. MALE ASSOCIATES FIGURE 1 Site Location Map Ln w UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF SECTION x 7209 SUBDIVISION 2 OF THE NEW YORK STATE w EDUCATION LAW. z O z f �4 • 01 3 a CL m E o U 1 O � 1 U R o1 01 3 ti T w N rt'p rn- a Ln i U g v V 0 V 0 O ct� y 01 N• r= C o M O 7 O o Date RECORD OF WORK Appr. FIGURE 1: v SITE LOCATION MAP 2 a` Y TOWN OF QUEENSBURY WARREN COUNTY, NY w C.T. MALE ASSOCIATES di z Engineering,Surveying,Architecture&Landscape Architecture,D.P.C. F Drafter: US Checker: TJH 50 CENTURY HILL DRIVE,LATHAM,NY 12110 �/,\II u ItI 518.786.7400 FAX 518.786.7299 a I 0 o Appr. by: US Proj. No. 16.6471 u SCALE: 1"=200' DATE:MAY 15, 2017 C.T. MALE ASSOCIATES APPENDIX A Soils Information Z Z a m m OLZ86Lb ObM6Lb 06Z%ZV 0M6Lb 09MZV OaS6Lb 06086Lb M„Z4,0b o£L �i _ t� l LC` �• M„Zb,Ob o£L O O ItIL 0 0 r 1 ” Y } 0 TOf CL O � 1ti O U � Q r _ ccrr Q Ln U) O u Ln _ o � x =rte v o v H '> T i N F y O cn o. !R o o V L i N _ � C cn z Q Z U OLZ86Lb 0 9EV 06ZSEV 0MEV 0MEV OaSEV 06026Lb =�I z z a m m a a � v 0 0 N N 7 y a3 U y y a3 N O_ U O V 0 m y 3 C m � y � E °� 0o a) 2 E a) p 0 0 O a) 6 y 6 N — 0) CL CLU N O C > N � U m O a5 Z E o m — as g u) a) a U voi O o E m a) m ao U) E as (n Q U 0 a) as a) Y aaci a) y a) C7 O N Z 0 0 n E y o a y rn a) o Q U) U -0a) o as N o > O c as Cc: a a) y M Q y E U w as o 2 U) O N asas a) Q as c�6i m ami s y p N Z Q a) CL o o Q o E y m 0 i� m o Q vi m O >. > 0 0 a) O O U >, O .2 U O 7 (O N O � >, N N LL a) a) — c > o US °� a) o o ' E a) O U) s � a) Z w .� O a) o °� O U m Q E a) a) � u) o n c o as o `m CL 0 Q U OU 3 J > O U) Q'C O N — N O -0 0 0 m E QOo � ash � � Q � C a) n as a) oNO -0 Q as a) z E a) .O a) a) m y 0)m ns a) E `o rn a) rn N p y — O as Q 'o m ate) y O ami 3 U m .o Q as 'E m s c E U a) N Ern E U °? E as o `o a) Q as y E a) .S 2 o — as a (U =0 -0 o o °� N a) a) o coi a) °? o > 3 > m o a) rn U) 2) as U) U) U � y N m Q o U a) E o y o o ' a) O I,() E a5 a) m m -a O O_.� 6 a) 3 y — L — O N a) O_ O)55 .S� O 'N a) tC O U a) a) O a) O a3 O y U L O 7 O N a3 L O O L W E — U y a E u) C) Q p Q as H o U) U) U) a) ^ Z > Ta Q 00 O U) U J >,.a `o a) a) � w > O 'o U U CL a) Q — N O O m R w y T U CJ 'm m L R O- � o ._ o 0 > a O O 0 0 a Z o R y y `o m U U 0 Z = R C Z 0 ■ ■ 0 LL }{ O OL WR 4 R5 R fVn � F m LU J � � CL R R Q R R 0 0 y `O 0 C C o w 0) y y Q O a v c R 0 o Q rn Q a m m U U 0 z Q a m m U U 0 Z a) Q a m m Cl)16 y ,O L L 7 N w � r0 O �!`51 Hydrologic Soil Group—Warren County, New York Aviation Mall-Connector Loop Rd. Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Warren County,New York(NY113) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HnB Hinckley cobbly sandy A 4.8 93.2% loam,3 to 8 percent slopes OaC Oakville loamy fine A 0.4 6.8% sand,8 to 15 percent slopes Totals for Area of Interest 5.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 5/12/2017 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Warren County, New York Aviation Mall-Connector Loop Rd. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.-None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 5/12/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 C.T. MALE ASSOCIATES APPENDIX B Drainage Maps and Supporting Calculations log- a o1 IIIiII �o �® wl- zz N az 0 as Q as Lu d J G ✓ \\\ \\ / W a , ol III II i 1 v I \ A - .� \vXvvX���vvv�� ---------- od q�LLm 0 FlEX Existing Water ed DP-1 EX Design Point 1 Subcat Reach on Link Routing Diagram for Existing Conditions Prepared by C.T. Male Associates, D.P.C., Printed 5/13/2017 HydroCAD®10.00-17 s/n 00430 ©2016 HydroCAD Software Solutions LLC K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.898 39 >75% Grass cover, Good, HSG A (1 EX) 1.112 98 Pvmt/Bldgs/Ex. Foundations, HSG A (1 EX) 0.473 32 Woods/grass comb., Good, HSG A (1 EX) 3.483 57 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.483 HSG A 1 EX 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.483 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 1.898 0.000 0.000 0.000 0.000 1.898 >75% Grass cover, Good 1 EX 1.112 0.000 0.000 0.000 0.000 1.112 Pvmt/Bldgs/Ex. Foundations 1 EX 0.473 0.000 0.000 0.000 0.000 0.473 Woods/grass comb., Good 1 EX 3.483 0.000 0.000 0.000 0.000 3.483 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 EX: Existing Watershed Runoff = 0.02 cfs @ 13.51 hrs, Volume= 0.015 af, Depth> 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=2.17" Area (so CN Description 82,657 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 48,452 98 Pvmt/Bldgs/Ex. Foundations, HSG A 151,717 57 Weighted Average 103,265 68.06% Pervious Area 48,452 31.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 EX: Design Point 1 Inflow Area = 3.483 ac, 31.94% Impervious, Inflow Depth > 0.05" for 1-YR event Inflow = 0.02 cfs @ 13.51 hrs, Volume= 0.015 of Outflow = 0.02 cfs @ 13.51 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 EX: Existing Watershed Runoff = 1.58 cfs @ 12.10 hrs, Volume= 0.142 af, Depth> 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=3.70" Area (so CN Description 82,657 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 48,452 98 Pvmt/Bldgs/Ex. Foundations, HSG A 151,717 57 Weighted Average 103,265 68.06% Pervious Area 48,452 31.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 EX: Design Point 1 Inflow Area = 3.483 ac, 31.94% Impervious, Inflow Depth > 0.49" for 10-YR event Inflow = 1.58 cfs @ 12.10 hrs, Volume= 0.142 of Outflow = 1.58 cfs @ 12.10 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Existing Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 EX: Existing Watershed Runoff = 7.40 cfs @ 12.07 hrs, Volume= 0.484 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=6.00" Area (so CN Description 82,657 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 48,452 98 Pvmt/Bldgs/Ex. Foundations, HSG A 151,717 57 Weighted Average 103,265 68.06% Pervious Area 48,452 31.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 EX: Design Point 1 Inflow Area = 3.483 ac, 31.94% Impervious, Inflow Depth > 1.67" for 100-YR event Inflow = 7.40 cfs @ 12.07 hrs, Volume= 0.484 of Outflow = 7.40 cfs @ 12.07 hrs, Volume= 0.484 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /i v \ Igo- I.: 7 oEA W i H 0W w ~ ° a �s 0° W a s Q Ed ol 3 _ i I \ Y \\ p vwv�� v Ln VAx\\�\VAVAAVAw /�/1%/ �• \ \�\\\\SAV AA\���A --------------- ------------- _ i_-T-IIII a f I -----� i 2PR Area to Biot cB 5PR C3PR S1 Off-site Tri utary Area /r� a to Bio2 Diver ion Struct. CB 101 ttruct.S2Bioretention DiversiS ClP Ex. Grassed Area (Bypassed) DP-1 PR Bioretention Design Point 1 C4P Area to HTU Subcat Reach on Link Routing Diagram for Proposed Conditions Prepared by C.T. Male Associates, D.P.C., Printed 5/13/2017 ydroCAD®10.00-17 s/n 00430 ©2016 HydroCAD Software Solutions LLC EH_ C K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.455 39 >75% Grass cover, Good, HSG A (1 PR, 2PR, 3PR, 4PR, 5PR) 0.345 98 Connector Rd, HSG A (2PR, 3PR, 4PR) 0.526 98 Ex. Foundation, HSG A (1 PR) 0.032 98 Pvmt/Bldgs, HSG A (5PR) 0.473 32 Woods/grass comb., Good, HSG A (5PR) 3.831 52 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 3.831 HSG A 1 PR, 2PR, 3PR, 4PR, 5PR 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.831 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 2.455 0.000 0.000 0.000 0.000 2.455 >75% Grass cover, Good 1 PR, 2PR, 3PR, 4PR, 5PR 0.345 0.000 0.000 0.000 0.000 0.345 Connector Rd 2PR, 3PR, 4PR 0.526 0.000 0.000 0.000 0.000 0.526 Ex. Foundation 1 PR 0.032 0.000 0.000 0.000 0.000 0.032 Pvmt/Bldgs 5PR 0.473 0.000 0.000 0.000 0.000 0.473 Woods/grass comb., Good 5PR 3.831 0.000 0.000 0.000 0.000 3.831 TOTAL AREA K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 PR: Ex. Grassed Area (Bypassed) Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.002 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.17" Area (so CN Description 82,905 39 >75% Grass cover, Good, HSG A 22,895 98 Ex. Foundation, HSG A 105,800 52 Weighted Average 82,905 78.36% Pervious Area 22,895 21.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 75 0.0300 1.43 Sheet Flow, Flow Across Ex. Foundation Smooth surfaces n= 0.011 P2= 2.80" 3.9 25 0.0150 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 4.0 225 0.0180 0.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 134 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 48 0.2200 7.62 38.09 Trap/Vee/Rect Channel Flow, riprap channel Bot.W=3.00' D=1.00' Z= 2.07' Top.W=7.00' n= 0.070 0.4 180 0.0300 8.51 6.69 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 9.9 687 Total Summary for Subcatchment 2PR: Area to Bio2 Runoff = 0.12 cfs @ 12.00 hrs, Volume= 0.007 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.17" Area (so CN Description 5,600 39 >75% Grass cover, Good, HSG A 6,036 98 Connector Rd, HSG A 11,636 70 Weighted Average 5,600 48.13% Pervious Area 6,036 51.87% Impervious Area K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 3PR: Area to Bio2 Runoff = 0.28 cfs @ 11.98 hrs, Volume= 0.013 af, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.17" Area (so CN Description 2,435 39 >75% Grass cover, Good, HSG A 6,633 98 Connector Rd, HSG A 9,068 82 Weighted Average 2,435 26.85% Pervious Area 6,633 73.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 4PR: Area to HTU Runoff = 0.01 cfs @ 12.04 hrs, Volume= 0.001 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=2.17" Area (so CN Description 3,934 39 >75% Grass cover, Good, HSG A 2,374 98 Connector Rd, HSG A 6,308 61 Weighted Average 3,934 62.37% Pervious Area 2,374 37.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 5PR: Off-site Tributary Area Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 11 24-hr 1-YR Rainfall=2.17" K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 7 Area (so CN Description 12,072 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 1,378 98 Pvmt/Bldgs, HSG A 34,058 37 Weighted Average 32,680 95.95% Pervious Area 1,378 4.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 PR: Design Point 1 Inflow Area = 3.831 ac, 23.56% Impervious, Inflow Depth = 0.03" for 1-YR event Inflow = 0.01 cfs @ 21.35 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 21.35 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Pond B101: Bioretention Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 0.31" for 1-YR event Inflow = 0.12 cfs @ 12.00 hrs, Volume= 0.007 of Outflow = 0.00 cfs @ 20.47 hrs, Volume= 0.001 af, Atten= 98%, Lag= 508.6 min Primary = 0.00 cfs @ 20.47 hrs, Volume= 0.001 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.50'@ 20.47 hrs Surf.Area= 588 sf Storage= 255 cf Plug-Flow detention time=604.0 min calculated for 0.001 of(15% of inflow) Center-of-Mass det. time=410.0 min ( 1,321.8 - 911.8 ) Volume Invert Avail.Storage Storage Description #1 447.00' 1,529 cf Custom Stage Data (Prismatic)-isted below(Recalc) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 8 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 447.00 424 0 0 448.00 750 587 587 449.00 1,134 942 1,529 Device Routing Invert Outlet Devices #1 Primary 447.50' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 448.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.00 cfs @ 20.47 hrs HW=447.50' TW=0.00' (Dynamic Tailwater) �11=Orifice/Grate (Weir Controls 0.00 cfs @ 0.20 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond B102: Bioretention Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 0.65" for 1-YR event Inflow = 0.28 cfs @ 11.98 hrs, Volume= 0.011 of Outflow = 0.00 cfs @ 14.73 hrs, Volume= 0.002 af, Atten= 98%, Lag= 165.3 min Primary = 0.00 cfs @ 14.73 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.26'@ 14.73 hrs Surf.Area= 666 sf Storage= 398 cf Plug-Flow detention time=405.8 min calculated for 0.002 of(20% of inflow) Center-of-Mass det. time= 301.7 min ( 1,112.5 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 432.50' 2,176 cf Custom Stage Data (Prismatic)-isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.50 399 0 0 433.00 566 241 241 434.00 957 762 1,003 435.00 1,390 1,174 2,176 Device Routing Invert Outlet Devices #1 Primary 433.25' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 434.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 9 Primary OutFlow Max=0.00 cfs @ 14.73 hrs HW=433.26' TW=0.00' (Dynamic Tailwater) �11=Orifice/Grate (Weir Controls 0.00 cfs @ 0.24 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DS1: Diversion Struct. Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 0.31" for 1-YR event Inflow = 0.12 cfs @ 12.00 hrs, Volume= 0.007 of Outflow = 0.12 cfs @ 12.00 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 12.00 hrs, Volume= 0.007 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.58'@ 12.00 hrs Flood Elev= 450.00' Device Routing Invert Outlet Devices #1 Primary 447.33' 12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 447.33'/447.29' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 447.33' 4.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 447.33' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 447.66' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.12 cfs @ 12.00 hrs HW=447.58' TW=447.08' (Dynamic Tailwater) 't--1=Culvert (Passes 0.12 cfs of 0.16 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.69 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=447.33' TW=0.00' (Dynamic Tailwater) L3=Orifice/Grate ( Controls 0.00 cfs) L4=Broad-crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DS2: Diversion Struct. Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 0.76" for 1-YR event Inflow = 0.28 cfs @ 11.98 hrs, Volume= 0.013 of Outflow = 0.28 cfs @ 11.98 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 11.98 hrs, Volume= 0.011 of Secondary= 0.00 cfs @ 14.74 hrs, Volume= 0.002 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.26'@ 14.74 hrs Flood Elev= 435.00' K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 10 Device Routing Invert Outlet Devices #1 Primary 432.83' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 432.83'/432.78' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 432.83' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 432.83' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 433.25' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.28 cfs @ 11.98 hrs HW=433.17' TW=432.82' (Dynamic Tailwater) 't--1=Culvert (Passes 0.28 cfs of 0.30 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.28 cfs @ 1.99 fps) Secondary OutFlow Max=0.00 cfs @ 14.74 hrs HW=433.26' TW=0.00' (Dynamic Tailwater) L3=Orifi ce/G rate (Passes 0.00 cfs of 0.71 cfs potential flow) L4=Broad-crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.20 fps) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 PR: Ex. Grassed Area (Bypassed) Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.063 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.70" Area (so CN Description 82,905 39 >75% Grass cover, Good, HSG A 22,895 98 Ex. Foundation, HSG A 105,800 52 Weighted Average 82,905 78.36% Pervious Area 22,895 21.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 75 0.0300 1.43 Sheet Flow, Flow Across Ex. Foundation Smooth surfaces n= 0.011 P2= 2.80" 3.9 25 0.0150 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 4.0 225 0.0180 0.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 134 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 48 0.2200 7.62 38.09 Trap/Vee/Rect Channel Flow, riprap channel Bot.W=3.00' D=1.00' Z= 2.07' Top.W=7.00' n= 0.070 0.4 180 0.0300 8.51 6.69 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 9.9 687 Total Summary for Subcatchment 2PR: Area to Bio2 Runoff = 0.53 cfs @ 11.98 hrs, Volume= 0.025 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.70" Area (so CN Description 5,600 39 >75% Grass cover, Good, HSG A 6,036 98 Connector Rd, HSG A 11,636 70 Weighted Average 5,600 48.13% Pervious Area 6,036 51.87% Impervious Area K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 3PR: Area to Bio2 Runoff = 0.72 cfs @ 11.97 hrs, Volume= 0.034 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.70" Area (so CN Description 2,435 39 >75% Grass cover, Good, HSG A 6,633 98 Connector Rd, HSG A 9,068 82 Weighted Average 2,435 26.85% Pervious Area 6,633 73.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 4PR: Area to HTU Runoff = 0.15 cfs @ 11.99 hrs, Volume= 0.008 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=3.70" Area (so CN Description 3,934 39 >75% Grass cover, Good, HSG A 2,374 98 Connector Rd, HSG A 6,308 61 Weighted Average 3,934 62.37% Pervious Area 2,374 37.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 5PR: Off-site Tributary Area Runoff = 0.00 cfs @ 24.02 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 11 24-hr 10-YR Rainfall=3.70" K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 1124-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 13 Area (so CN Description 12,072 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 1,378 98 Pvmt/Bldgs, HSG A 34,058 37 Weighted Average 32,680 95.95% Pervious Area 1,378 4.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 PR: Design Point 1 Inflow Area = 3.831 ac, 23.56% Impervious, Inflow Depth = 0.36" for 10-YR event Inflow = 1.38 cfs @ 12.01 hrs, Volume= 0.115 of Outflow = 1.38 cfs @ 12.01 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Pond B101: Bioretention Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 0.97" for 10-YR event Inflow = 0.21 cfs @ 11.98 hrs, Volume= 0.022 of Outflow = 0.09 cfs @ 12.21 hrs, Volume= 0.016 af, Atten= 58%, Lag= 13.7 min Primary = 0.09 cfs @ 12.21 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.54'@ 12.21 hrs Surf.Area= 599 sf Storage= 274 cf Plug-Flow detention time= 179.8 min calculated for 0.016 of(73% of inflow) Center-of-Mass det. time=69.8 min ( 956.1 - 886.2 ) Volume Invert Avail.Storage Storage Description #1 447.00' 1,529 cf Custom Stage Data (Prismatic)-isted below(Recalc) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 14 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 447.00 424 0 0 448.00 750 587 587 449.00 1,134 942 1,529 Device Routing Invert Outlet Devices #1 Primary 447.50' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 448.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.09 cfs @ 12.21 hrs HW=447.54' TW=0.00' (Dynamic Tailwater) �11=Orifice/Grate (Weir Controls 0.09 cfs @ 0.62 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond B102: Bioretention Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 1.16" for 10-YR event Inflow = 0.40 cfs @ 11.88 hrs, Volume= 0.020 of Outflow = 0.18 cfs @ 12.03 hrs, Volume= 0.011 af, Atten= 54%, Lag= 9.1 min Primary = 0.18 cfs @ 12.03 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.31'@ 12.03 hrs Surf.Area= 687 sf Storage= 434 cf Plug-Flow detention time=211.2 min calculated for 0.011 of(55% of inflow) Center-of-Mass det. time= 101.7 min ( 910.3 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 432.50' 2,176 cf Custom Stage Data (Prismatic)-isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.50 399 0 0 433.00 566 241 241 434.00 957 762 1,003 435.00 1,390 1,174 2,176 Device Routing Invert Outlet Devices #1 Primary 433.25' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 434.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 15 Primary OutFlow Max=0.18 cfs @ 12.03 hrs HW=433.31' TW=0.00' (Dynamic Tailwater) �__1=Orifice/Grate (Weir Controls 0.18 cfs @ 0.79 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DS1: Diversion Struct. Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 1.13" for 10-YR event Inflow = 0.53 cfs @ 11.98 hrs, Volume= 0.025 of Outflow = 0.53 cfs @ 11.98 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 11.98 hrs, Volume= 0.022 of Secondary= 0.32 cfs @ 11.98 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.75'@ 11.98 hrs Flood Elev= 450.00' Device Routing Invert Outlet Devices #1 Primary 447.33' 12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 447.33'/447.29' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 447.33' 4.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 447.33' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 447.66' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.21 cfs @ 11.98 hrs HW=447.75' TW=447.35' (Dynamic Tailwater) 't--1=Culvert (Passes 0.21 cfs of 0.44 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.21 cfs @ 2.44 fps) Secondary OutFlow Max=0.32 cfs @ 11.98 hrs HW=447.75' TW=0.00' (Dynamic Tailwater) L3=Orifice/Grate (Passes 0.32 cfs of 0.70 cfs potential flow) L4=Broad-crested Rectangular Weir(Weir Controls 0.32 cfs @ 0.86 fps) Summary for Pond DS2: Diversion Struct. Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 1.95" for 10-YR event Inflow = 0.72 cfs @ 11.97 hrs, Volume= 0.034 of Outflow = 0.72 cfs @ 11.97 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.40 cfs @ 11.88 hrs, Volume= 0.020 of Secondary= 0.44 cfs @ 11.99 hrs, Volume= 0.014 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.36'@ 11.99 hrs Flood Elev= 435.00' K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 10-YR Rainfall=3.70" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 16 Device Routing Invert Outlet Devices #1 Primary 432.83' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 432.83'/432.78' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 432.83' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 432.83' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 433.25' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.38 cfs @ 11.88 hrs HW=433.27' TW=433.09' (Dynamic Tailwater) L1=Culvert (Passes 0.38 cfs of 0.49 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.38 cfs @ 2.06 fps) Secondary OutFlow Max=0.44 cfs @ 11.99 hrs HW=433.36' TW=0.00' (Dynamic Tailwater) L3=Orifi ce/G rate (Passes 0.44 cfs of 1.06 cfs potential flow) L4=Broad-crested Rectangular Weir(Weir Controls 0.44 cfs @ 0.95 fps) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 1 PR: Ex. Grassed Area (Bypassed) Runoff = 4.36 cfs @ 12.03 hrs, Volume= 0.261 af, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.00" Area (so CN Description 82,905 39 >75% Grass cover, Good, HSG A 22,895 98 Ex. Foundation, HSG A 105,800 52 Weighted Average 82,905 78.36% Pervious Area 22,895 21.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 75 0.0300 1.43 Sheet Flow, Flow Across Ex. Foundation Smooth surfaces n= 0.011 P2= 2.80" 3.9 25 0.0150 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 4.0 225 0.0180 0.94 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 134 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.1 48 0.2200 7.62 38.09 Trap/Vee/Rect Channel Flow, riprap channel Bot.W=3.00' D=1.00' Z= 2.07' Top.W=7.00' n= 0.070 0.4 180 0.0300 8.51 6.69 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 9.9 687 Total Summary for Subcatchment 2PR: Area to Bio2 Runoff = 1.34 cfs @ 11.98 hrs, Volume= 0.062 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.00" Area (so CN Description 5,600 39 >75% Grass cover, Good, HSG A 6,036 98 Connector Rd, HSG A 11,636 70 Weighted Average 5,600 48.13% Pervious Area 6,036 51.87% Impervious Area K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 18 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 3PR: Area to Bio2 Runoff = 1.44 cfs @ 11.97 hrs, Volume= 0.069 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.00" Area (so CN Description 2,435 39 >75% Grass cover, Good, HSG A 6,633 98 Connector Rd, HSG A 9,068 82 Weighted Average 2,435 26.85% Pervious Area 6,633 73.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 4PR: Area to HTU Runoff = 0.52 cfs @ 11.98 hrs, Volume= 0.024 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=6.00" Area (so CN Description 3,934 39 >75% Grass cover, Good, HSG A 2,374 98 Connector Rd, HSG A 6,308 61 Weighted Average 3,934 62.37% Pervious Area 2,374 37.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Minimum Summary for Subcatchment 5PR: Off-site Tributary Area Runoff = 0.08 cfs @ 12.16 hrs, Volume= 0.022 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 11 24-hr 100-YR Rainfall=6.00" K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 1124-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 19 Area (so CN Description 12,072 39 >75% Grass cover, Good, HSG A 20,608 32 Woods/grass comb., Good, HSG A 1,378 98 Pvmt/Bldgs, HSG A 34,058 37 Weighted Average 32,680 95.95% Pervious Area 1,378 4.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0150 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.4 20 0.0150 0.83 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.5 44 0.0900 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.2 272 0.0470 1.08 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.6 150 0.0470 1.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 59 0.2320 9.78 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.5 595 Total Summary for Reach DP-1 PR: Design Point 1 Inflow Area = 3.831 ac, 23.56% Impervious, Inflow Depth = 1.33" for 100-YR event Inflow = 7.17 cfs @ 12.01 hrs, Volume= 0.424 of Outflow = 7.17 cfs @ 12.01 hrs, Volume= 0.424 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Summary for Pond B101: Bioretention Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 1.95" for 100-YR event Inflow = 0.23 cfs @ 11.97 hrs, Volume= 0.043 of Outflow = 0.23 cfs @ 12.00 hrs, Volume= 0.038 af, Atten= 2%, Lag= 1.7 min Primary = 0.23 cfs @ 12.00 hrs, Volume= 0.038 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.57'@ 12.00 hrs Surf.Area= 609 sf Storage= 293 cf Plug-Flow detention time= 101.2 min calculated for 0.038 of(87% of inflow) Center-of-Mass det. time= 36.8 min ( 922.9 - 886.1 ) Volume Invert Avail.Storage Storage Description #1 447.00' 1,529 cf Custom Stage Data (Prismatic)-isted below(Recalc) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 20 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 447.00 424 0 0 448.00 750 587 587 449.00 1,134 942 1,529 Device Routing Invert Outlet Devices #1 Primary 447.50' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 448.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.23 cfs @ 12.00 hrs HW=447.57' TW=0.00' (Dynamic Tailwater) �11=Orifice/Grate (Weir Controls 0.23 cfs @ 0.85 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond B102: Bioretention Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 1.92" for 100-YR event Inflow = 0.34 cfs @ 11.97 hrs, Volume= 0.033 of Outflow = 0.33 cfs @ 11.99 hrs, Volume= 0.024 af, Atten= 4%, Lag= 1.6 min Primary = 0.33 cfs @ 11.99 hrs, Volume= 0.024 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.34'@ 11.99 hrs Surf.Area= 697 sf Storage= 453 cf Plug-Flow detention time= 175.1 min calculated for 0.024 of(73% of inflow) Center-of-Mass det. time= 70.6 min ( 872.8 - 802.1 ) Volume Invert Avail.Storage Storage Description #1 432.50' 2,176 cf Custom Stage Data (Prismatic)-isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 432.50 399 0 0 433.00 566 241 241 434.00 957 762 1,003 435.00 1,390 1,174 2,176 Device Routing Invert Outlet Devices #1 Primary 433.25' 12.0" x 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 434.90' 20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 21 Primary OutFlow Max=0.33 cfs @ 11.99 hrs HW=433.34' TW=0.00' (Dynamic Tailwater) �11=Orifice/Grate (Weir Controls 0.33 cfs @ 0.96 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DS1: Diversion Struct. Inflow Area = 0.267 ac, 51.87% Impervious, Inflow Depth = 2.81" for 100-YR event Inflow = 1.34 cfs @ 11.98 hrs, Volume= 0.062 of Outflow = 1.34 cfs @ 11.98 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 11.97 hrs, Volume= 0.043 of Secondary= 1.11 cfs @ 11.98 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 447.88'@ 11.98 hrs Flood Elev= 450.00' Device Routing Invert Outlet Devices #1 Primary 447.33' 12.0" Round Culvert L= 8.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 447.33'/447.29' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 447.33' 4.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 447.33' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 447.66' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.23 cfs @ 11.97 hrs HW=447.88' TW=447.57' (Dynamic Tailwater) 't--1=Culvert (Passes 0.23 cfs of 0.70 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.68 fps) Secondary OutFlow Max=1.11 cfs @ 11.98 hrs HW=447.88' TW=0.00' (Dynamic Tailwater) L3=Orifice/Grate (Orifice Controls 1.11 cfs @ 2.52 fps) L4=Broad-crested Rectangular Weir(Passes 1.11 cfs of 1.13 cfs potential flow) Summary for Pond DS2: Diversion Struct. Inflow Area = 0.208 ac, 73.15% Impervious, Inflow Depth = 3.99" for 100-YR event Inflow = 1.44 cfs @ 11.97 hrs, Volume= 0.069 of Outflow = 1.44 cfs @ 11.97 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 11.97 hrs, Volume= 0.033 of Secondary= 1.10 cfs @ 11.97 hrs, Volume= 0.036 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 433.46'@ 11.97 hrs Flood Elev= 435.00' K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type 11 24-hr 100-YR Rainfall=6.00" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Page 22 Device Routing Invert Outlet Devices #1 Primary 432.83' 12.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 432.83'/432.78' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 432.83' 6.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 432.83' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 3 433.25' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.34 cfs @ 11.97 hrs HW=433.46' TW=433.33' (Dynamic Tailwater) L1=Culvert (Passes 0.34 cfs of 0.71 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.34 cfs @ 1.72 fps) Secondary OutFlow Max=1.10 cfs @ 11.97 hrs HW=433.46' TW=0.00' (Dynamic Tailwater) L3=Orifi ce/G rate (Passes 1.10 cfs of 1.42 cfs potential flow) L4=Broad-crested Rectangular Weir(Weir Controls 1.10 cfs @ 1.29 fps) K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1O2: Bioretention Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 432.50 399 0 432.55 416 20 432.60 432 42 Required WQv for Bio 2 432.65 449 64 =201 cf; 241 cf provided. 432.70 466 86 432.75 483 110 432.80 499 135 432.85 516 160 432.90 533 186 432.95 549 213 433.00 566 241 433.05 586 270 433.10 605 300 433.15 625 331 433.20 644 362 433.25 664 395 433.30 683 429 433.35 703 463 433.40 722 499 433.45 742 536 433.50 762 573 433.55 781 612 433.60 801 651 433.65 820 692 433.70 840 733 433.75 859 776 433.80 879 819 433.85 898 864 433.90 918 909 433.95 937 955 434.00 957 1,003 434.05 979 1,051 434.10 1,000 1,101 434.15 1,022 1,151 434.20 1,044 1,203 434.25 1,065 1,256 434.30 1,087 1,309 434.35 1,109 1,364 434.40 1,130 1,420 434.45 1,152 1,477 434.50 1,174 1,535 434.55 1,195 1,595 434.60 1,217 1,655 434.65 1,238 1,716 434.70 1,260 1,779 434.75 1,282 1,842 434.80 1,303 1,907 434.85 1,325 1,973 434.90 1,347 2,039 434.95 1,368 2,107 435.00 1,390 2,176 a @ $ a « m LL 2 / n \ ) _ < u e / � 2 2 f / a § \ \ \ \\ = u & q Q ® $ \ >cc f & � z \ C� » E ° ° e u / / E a L \ � - % rl L 00 a/ f 2 Ln \ \ ° / + % � _ 4 E E S 2 \ E \ 2 \ } } \ \ 3 � ƒ 0 0 0 Ln E j \ / \ 2 � � E 2 _ 0 ± C \ d d o < $ $ § s > / 2 / k \ 7 y 3 ƒ ® .� 0 C: / o Ln [ - _ < 2 ƒ % ° � I ro E @ @ \ k s § j _ k / 0 a- - 0 \ \ w E e aj W \ 014 \ C) \ / 10 } M \ e e m : z ® I \ § / E f » = E E 2 f \ / j 0 % « { w \ \ u \ \ / 4-; z Version 1.7 Total Water Quality Volume Calculation Last Updated: 10/02/2015 WQv(acre-feet) = [(P)(Rv)(A)J/12 Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... No Design Point: 1 I Manually enter P, Total Area and Impervious Cover. P=J 1.20 1 inch Breakdown of Subcatc ments Percent Catchment Total Area Impervious Area WQv Impervious Rv 3 Description Number (Acres} (Acres) (ft } 1 0.27 0.03 11% 0.15 176 Infiltration Bioretention 2 0.21 0.05 24% 0.26 242 Infiltration Bioretention 3 4 5 6 7 8 9 10 Subtotal (1-30) 0.48 0.08 17% 0.20 418 Subtotal 1 Total 0.48 0.08 17% 0.20 418 Initial WQv Identify Runoff Reduction Techniques By Area Total Contributing ontributing Technique Area Impervious Area Notes (Acre) (Acre) Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf Riparian Buffers 0.00 0.00 maximum contributing length 75 feet to 150 feet Filter Strips 0.00 0.00 Tree Planting 0.00 0.00 Up to 100 sf directly connected impervious area may be subtracted per tree Total 0.00 0.00 Recalculate WQv after application of Area Reduction Techniques Total Area Impervious Area Percent Runoff WQv Impervious Coefficient (Acres) (Acres) (ft 3) % Rv "<<Initial WQv" 0.48 0.08 17% 0.20 418 Subtract Area 0,00 0.00 WQv adjusted after Area 0.48 0.08 17% 0.20 418 Reductions Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 0.48 0.08 17% 0.20 418 Disconnect Total Runoff Reduction Techiques/Standard Tota I Contributing Contributing R daed WQv SMPS Area Impervious (RRv) Treated Area (acres) (acres) cf cf Conservation of Natural Areas RR-1 0.00 0.00 Sheetflow to Riparian Buffers/Filter RR-2 0.00 0.00 ° Strips -B Tree Planting/Tree Pit RR-3 1 0.00 0.00 Disconnection of Rooftop Runoff RR-4 0.00 E Vegetated Swale RR-5 0.00 1 0.00 0 0 Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 °1 Rain Barrel/Cistern RR-8 0.00 0.00 0 Porous Pavement RR-9 0.00 0.00 0 Green Roof(Intensive & Extensive) RR-10 0.00 0.00 0 Infiltration Trench 1-1 0.00 0.00 0 0 a Infiltration Basin 1-2 0.00 0.00 0 0 U a Dry Well 1-3 1 0.00 0.00 0 0 Underground Infiltration System 1-4 c � Bioretention & Infiltration Bioretention F-5 0.48 0.08 418 0 Ln Dry swale 0-1 0.00 0.00 0 0 Micropool Extended Detention (P-1) P-1 Wet Pond (P-2) P-2 Wet Extended Detention (P-3) P-3 Multiple Pond system (P-4) P-4 Pocket Pond (p-5) P-5 Surface Sand filter(F-1) F-1 _0 Underground Sand filter(F-2) F-2 Perimeter Sand Filter(F-3) F-3 C Organic Filter(F-4 F-4 Shallow Wetland (W-1) W-1 Extended Detention Wetland (W-2 W-2 Pond/Wetland System (W-3) W-3 Pocket Wetland (W-4) W-4 Wet Swale (0-2) 0-2 Totals by Area Reduction -� 0.00 0.00 0 Totals by Volume Reduction 0.00 0.00 0 Totals by Standard SMP w/RRV' 0.48 0.08 418 0 Totals by Standard SMP 4 0.00 0.00 0 Totals ( Area + Volume + all SMPs) 0.48 0.08 418 0 Impervious Cover okay Total Area V okay Minimum RRv Enter the Solis Data for the site Soil Group Acres S A 3.50 55% B 40% C 30% D 20% Total Area 3.5 S= 0.55 Impervious= 0.08 acre Precipitation 1.2 in Rv 0.95 Minimum RRv 182 ft3 0.00 laf NOI QUESTIONS # NOI Question Reported Value Cf of 28 Total Water Quality Volume (WQv) Required 418 0.010 30 Total RRV Provided 418 0.010 31 Is RRv Provided >_WQv Required? Yes 32 Minimum RRv 182 0.004 32a Is RRv Provided >_ Minimum RRv Required? Yes 33a Total WQv Treated 0 0.000 34 Sum of Volume Reduced &Treated 418 0.010 34 Sum of Volume Reduced and Treated 418 0.010 35 Is Sum RRv Provided and WQv Provided >_WQv Required? Yes Apply Peak Flow Attenuation 36 Channel Protection CPV 37 Overbank QP 37 Extreme Flood Control Qf Are Quantity Control requirements met? Yes Plan Completed Infiltrating Bioretention Worksheet (For use on HSG A or B Soils without underdrains) WQv<_VSM +VDL+ (DP x ARG) VSM = ARG x DSM x nSM VDL (optional) =ARG x DDL x nDL Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Number (Acres) Area Impervious Rv 3) Description (Acres) j (ft (in) -_—T 1 0.27 0.03 0.11 0.15 176.42 1.20 Infiltration Bioretention Enter Impervious Area o «WQv after adjusting for Reduced by Disconnection of 0'00 11/ 0'15 176 Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices routed to this practice. 0 ft3 Infiltrating Biod Treatment Volume WQv 176 ft3 Enter depth of soil Media DSM 2.50 ft 12.5-4 ft Enter depth of drainage DDL 0.50 ft _>0.5 ft Enter ponding depth above surface DP 0.5 ft _<0.5 Enter porosity of Soil Media nSM 0.20 2!20% Enter porosity of Drainage nDL 0.40 _>40% Required Bioretention Area ARG 147 sf Bioretention Area Provided 422 ft2 Native Soil Infiltration Rate 12.00 in/hr Okay Are you using underdrains? No Total Volume Provided 506 ft Sum of storage Volume Provided in each layer Determine Runoff Reduction Runoff Reduction 176 ft 3 This is 80%of storage volume provided or WQv whichever is less Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice Sizing V OK I Check to be sure Area provided _>Af Infiltrating Bioretention Worksheet (For use on NSG A or B Soils without underdrains) WQv_<VSM +VDL+ (DP x ARG) VSM = ARG x DSM x nSM VDL(optional) =ARG x DDL x nDL Design Point: 1 Enter Site Data For Drainage Area to be Treated by Practice Catchment Total Area Impervious Percent WQv Precipitation Number (Acres) Area Impervious Rv (ft 3) (inJ Description (Acres) 2 0.21 0.05 0.24 0.26 241.75 1.20 Infiltration Bioretention Enter Impervious Area 0.00 24% 0.26 242 «WQv after adjusting for Reduced by Disconnection of Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices 3 routed to this practice. ft Infiltrating Bioretention Parameters Treatment Volume WQv 242 ft3 Enter depth of soil Media DSM 2.50 ft 2.5-4 ft Enter depth of drainage DDL 0.50 ft >0.5 ft Enter ponding depth above DP 0.5 ft 50.5 Enter porosity of Soil Media nSM 0.20 2!20% Enter porosity of Drainage nDL 0.40 _>40% Required Bioretention Area ARG 201 sf Bioretention Area Provided 399 ft2 Native Soil Infiltration Rate 12.00 in/hr 10kay Are you using underdrains? No Total Volume Provided 479 ft 3 Sum of storage Volume Provided in each layer Determine Runoff Reduction This is 80%of storage volume provided or Runoff Reduction 242 ft 3 WQv whichever is less Volume Treated 0 ft 3 This is the portion of the WQv that is not reduced in the practice Sizing d OK Check to be sure Area provided >Af AVIATION MALL-CONNECTOR ROAD CTM Project#04.9368 Water Quality Volume (WQv) Calculation Worksheet For each stormwater management(SWM)practice,this worksheet reproduces the Water Quality Volume(WQv)equation presented in Section 4.2 of the NYSDEC Stormwater Management Design Manual(SWMDM). WQv= (P/12) *Rv-A where: WQv=Water Quality Volume(acre-feet) P=90% Rainfall Event Number(inches) (interpolated from SWMDM Figure 4.1) Rv=0.05+0.009(1);min Rv=0.2 I=Impervious Cover(%)within the drainage area contributing to the SWM practice A=Drainage area(acres)contributing to the SWM practice Impervious SWM P A Cover I Rv WQv Practice (inches) (acres) (acres) (°10) (acre feet) (cubic feet) Area to HTU 1.20 0.140 0.040 29 0.31 0.004 170 AVIATION MALL-CONNECTOR ROAD CTM Project#04.9368 Water Quality Peak Flow (Qp) Calculation Worksheet Appendix B.2 of the NYSDEC Stormwater Management Design Manual presents instructions for calculating the Water Quality Peak Flow. Qp=qu*A*WQv where. qu=unit peak discharge(cfs/sq.mi.-inch) A=Drainage area(square miles)contributing to the practice WQv=Water Quality Volume(inches) The unit peak discharge qu is obtained from TR-55 Exhibits 4-I through 4-III,depending on the NRCS rainfall distribution type. It is based on the time of concentration(Tc)in hours,the initial abastaction (Ia)in inches,and the precipitation(P)in inches. The initial abstraction(la)is obtained from TR-55 Table 4-1,and is based on the equivalent Curve Number for the water quality volume. The equivalent Curve Number is calculated using the following equation: CN=1000/[10+5P+10Q-10* (Q^2+1.25QP)^0.5] where: CN=Equivalent Curve Number P=90% Rainfall Event Number(inches) Q=Water Quality Volume(inches) The following table presents the Water Quality Peak FIow calculations for each of the proposed stormwater management(SWM)practices. SWM A WQv CN Tc Ia Ia/P qu Qp Practice (sq.mi.) (inches) (hours) (inches) (cfs/sq.mi.-inch) (cfs) Area to HTU 0.000219 0.37 88 0.10 0.273 0.23 1000 0.1 K:\Projects\2004\049368\Civil\02_Drainage Calcs\ Proposed Conditions Type //24-hr 1-YR Rainfall=2.17" Prepared by C.T. Male Associates, D.P.C. Printed 5/13/2017 HydroCAD® 10.00-17 s/n 00430 @2016 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1O1: Bioretention Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 447.00 424 0 448.02 758 602 447.02 431 9 448.04 765 617 447.04 437 17 448.06 773 633 447.06 444 26 448.08 781 648 447.08 450 35 448.10 788 664 447.10 457 44 448.12 796 680 447.12 463 53 448.14 804 696 lequired WQv for Bio 1 447.14 470 63 448.16 811 71 , cf. 253 cf rovided. 447.16 476 72 448.18 819 28 - p 447.18 483 82 448.20 827 745 447.20 489 91 448.22 834 761 447.22 496 101 448.24 842 778 447.24 502 111 448.26850 795 447.26 509 121 448.28 85 812 447.28 515 131 448.30 5 829 447.30 522 142 448.32 873 847 447.32 528 152 448.34 881 864 447.34 535 163 448.36 888 882 447.36 541 174 448.38 896 900 447.38 548 185 448.40 904 918 447.40 554 196 448 911 936 447.42 561 207 4 .44 919 954 447.44 567 218 48.46 927 973 447.46 574 230 448.48 934 991 447.48 580 241 448.50 942 1,010 47.50 587 2531 448.52 950 1,029 447.52 594 265 448.54 957 1,048 447.54 600 276 448.56 965 1,067 447.56 607 289 448.58 973 1,087 447.58 613 301 448.60 980 1,106 447.60 620 313 448.62 988 1,126 447.62 626 326 448.64 996 1,146 447.64 633 338 448.66 1,003 1,166 447.66 639 351 448.68 1,011 1,186 447.68 646 364 448.70 1,019 1,206 447.70 652 377 448.72 1,026 1,227 447.72 659 390 448.74 1,034 1,247 447.74 665 403 448.76 1,042 1,268 447.76 672 416 448.78 1,050 1,289 447.78 678 430 448.80 1,057 1,310 447.80 685 444 448.82 1,065 1,331 447.82 691 457 448.84 1,073 1,352 447.84 698 471 448.86 1,080 1,374 447.86 704 485 448.88 1,088 1,396 447.88 711 499 448.90 1,096 1,418 447.90 717 514 448.92 1,103 1,440 447.92 724 528 448.94 1,111 1,462 447.94 730 543 448.96 1,119 1,484 447.96 737 557 448.98 1,126 1,506 447.98 743 572 449.00 1,134 1,529 448.00 750 587 C.T. MALE ASSOCIATES APPENDIX C Post-Construction Operations and Maintenance Manual (O&M Manual) May 15, 2017 Post-Construction Operations and Maintenance Manual ® (O&M Manual) v for Stormwater Management Facilities for AVIATION MALL CONNECTOR ROAD Town of Queensbury Warren County, New York Prepared for: AAL__A� P1rF PYRAMID MANAGEMENT GROUP, INC. 4 Clinton Square Syracuse, NY 13202 Prepared by: C.T. MALE ASSOCIATES ENGINEERING,SURVEYING, ARCHITECTURE &LANDSCAPE ARCHITECTURE, D.P.C. 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 04.9368 Unauthorized alteration or addition to this ©Copyright 2017 Document is a violation of the New C.T.MALE ASSOCIATES York State Education Law. C.T. MALE ASSOCIATES POST-CONSTRUCTION OPERATIONS AND MAINTENANCE MANUAL (O&M MANUAL) FOR STORMWATER MANAGEMENT FACILITIES FOR AVIATION MALL CONNECTOR ROAD Table of Contents Paye 1.0 INTRODUCTION........................................................................................................-2 - 2.0 2 - 2.0 STORMWATER MANAGEMENT SYSTEM ...........................................................-2 - 2.1 2 - 2.1 Stormwater Management System Description...........................................-2 - 3.0 2 - 3.0 MAINTENANCE AND INSPECTION SCHEDULE..............................................-2 - 3.1 2 - 3.1 Catch Basins, Treatment Unit and Outlet Control Structures...................-3 - 3.2 3 - 3.2 Storm Sewers ....................................................................................................-3 - 3.3 3 - 3.3 End Sections......................................................................................................-4 - 3.4 4 - 3.4 Debris/Sediment Monitoring and Removal................................................-4 - 3.5 4 - 3.5 Basin Slopes ......................................................................................................-4 - 4.0 4 - 4.0 CONTACT INFORMATION ....................................................................................-5 - Appendices 5 -Appendices Appendix Al: Maintenance Inspection Form -i- 1.0 INTRODUCTION This Manual describes operation and maintenance procedures that should be employed to maximize the useful life and design intent of various systems and designated areas at the Aviation Mall Connector Road, located in the Town of Queensbury, Warren County, New York. The owner will be responsible for maintenance of these facilities once construction is completed. 2.0 STORMWATER MANAGEMENT SYSTEM This section identifies the parts or components of the stormwater management system that need to be maintained on a regular basis to ensure proper functioning of each stormwater management practice, including non-structural practices. 2.1 Stormwater Management System Description The stormwater management system for the Project consists of bioretention areas with outlet structures. New catch basin structures, a hydrodynamic treatment unit and storm piping will also be added and should be maintained in accordance with this manual. 3.0 MAINTENANCE AND INSPECTION SCHEDULE Stormwater management systems need to undergo regular inspection and maintenance in order to function properly and at design capacity. Maintenance needs may include: removal of silt, litter and other debris from all catch basins and swales; grass cutting and vegetation removal; and replacement of vegetative cover. A Maintenance Inspection Form (Form) should be completed to document inspection and maintenance performed at the Project (refer to Appendix Al). This Form provides a summary of the inspection requirements for each stormwater facility component, a frequency of inspection, and a description of the anticipated routine maintenance that is required. A new Form should be filled out during each inspection. Observations made during the inspection should be written in the "Inspection Comments' field. If it is determined that maintenance is required, a description of the maintenance conducted and the date of the maintenance should be written in the "Maintenance Comments" field. Copies of completed Forms should be maintained in Appendix Al of this document. The following sections outline the procedures and schedule to be followed to perform routine inspection and maintenance activities. In general, the frequency of inspection of each stormwater facility component should be at least twice a year (spring and fall) and after a major storm event. Major storm events are considered those that result in more than 2.17 inches of rain falling within a single 24-hour period (a 1-year storm event). 3.1 Catch Basins,Treatment Unit and Outlet Control Structures Catch basins are structures at the entrance of storm sewer pipes that are designed to "catch" sediments and other floatables from inflowing stormwater. Outlet control structures are similar to catch basins and they regulate water within a stormwater management practice(s),which is a dry swale in this instance. At least twice a year and after a major storm event, catch basins and outlet structures should be visually inspected to determine the depth of accumulated sediment and the presence of trash. If trash is observed, it should be removed and disposed of properly. Accumulated sediment should be removed when sediment is observed to be within three (3) inches of the invert of the outlet pipe. A measuring stick should be used to determine the depth of sediment. Catch basin and outlet control structure sumps should be cleaned using a vacuum truck or an equivalent means. The treatment unit should be maintained in accordance with manufacturers' recommendations. The contents removed by the vacuum truck should be hauled off-site to an approved or otherwise authorized solid waste disposal facility. If contents are removed by a contractor, they should provide documentation of the location used for disposal. Sediments or sediment-laden water should not be disposed of on-site. It will be most critical to perform this cleaning operation in the spring, following the application of sand and salt on the paved surfaces during winter months. Additionally, structures should be cleaned in the fall, prior to the start of the winter season, to remove leaves and other debris. 3.2 Storm Sewers Storm sewers are pipes that convey stormwater flows from one location to another. Storm sewers connect catch basins to one another and convey runoff to the off-site discharge point(s). Storm sewer pipes should be inspected at least twice a year and after major storm events to determine if any debris, obstructions or floatables are present. If the flow in the storm sewer appears confined (i.e., catch basins are full of water or slow draining, or the flow from the end section is low), then a constriction may be present. If a constriction is probable or if debris or obstructions are present, they should be removed by flushing the pipes with high-pressure water. 3.3 End Sections End sections are found at the end of pipes, and they are typically followed by rock aprons. The purpose of rock aprons is to reduce the velocity, depth and energy of the water, such that the flow will not erode downstream areas. The end section of pipes, including rock aprons, should be visually inspected for trash and sediment at least twice a year and after major storm events. If trash is observed, it should be removed and disposed of properly. If excessive sediment deposition is observed on the rock apron, measures should be taken to remove the sediment. An "excessive sedimentation' condition exists when the rock on the bottom of the apron is no longer visible due to sediment deposition. It is recommended that accumulated sediments be removed with a hand shovel and disposed of properly. 3.4 Debris/Sediment Monitoring and Removal Debris shall be periodically removed from the stormwater treatment areas across the site. An inspection, and possible removal of debris, should occur monthly and after major storm events. Debris can clog the outlet control structures and hinder emergency spillway performance. All debris shall be disposed of properly. All of the basins should be visually inspected at least twice a year and after major storm events. 3.5 Basin Slopes The side slopes of the bioretention areas should be visually inspected to confirm the existence of complete vegetative cover. At least 80% vegetative cover is needed to ensure the slopes are stabilized to prevent erosion and excess sedimentation build-up in the basins. If less than 80% vegetative cover is observed on the basin slopes in certain areas, these areas should be re-graded, seeded and mulched, as needed. If any woody vegetation other than what was originally planted in the bioretention areas (i.e., small trees or shrubs) are observed during the inspections, they should be removed by cutting. Any visible sedimentation should be removed shortly after being noticed. The basin slopes should also be inspected for erosion, animal damage and undercutting of the banks of the slope. If rills or gullies greater than 4-inches in depth and 6-inches in width are observed, they should be repaired by re-grading the area and applying seed and mulch. If the basin slopes appear to be undercutting or slumping, the slopes should be re-graded to design specifications and seeded and mulched. Animal damage, including burrowing, should be repaired and filled as necessary. If persistent animal damage is noted, it is recommended that a licensed pest control company be contacted to remove the nuisance animal. Side slopes should be inspected at least twice per year and after significant storm events, i.e. greater than 2.18" in 24 hours 4.0 CONTACT INFORMATION Questions about the stormwater management system should be directed to Jim Houston, P.E. at C.T. Male Associates. The main office phone number is 518.786.7400. Appendix Al Maintenance Inspection Form § ( d ( / f ( lo \ \ §f co � k) } o\ \ Eo co ( / ) jlo jo { : Emo g j �: { o( lo o 1. o } )) )) co )) \) \) \) & \� )� )� )» £A /A /A / o E LU § ! ) ,) : _ 2 2 | - - \ LU _ CO - -2f z - \)- }) _% k w co ` /;� %f \ \)k z \ 65 ; o §{ / ) / o I - - 7 _ \ z )\oo \ o ( - - \ ( } ��� ��� \ /� ��