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HomeMy WebLinkAbout20210989 Stewart's Site Plan SWPPP Stormwater Pollution Prevention Plan SWPPP for , 402 La ke Ave n u e City of Sa ratoga Spri ngs Sa ratoga Co u nty, N ew Yo rk March 17, 2022 Prepared by: Scott E. Kitchner, PE Ste wart's Sh o ps PO Box 435 Saratoga Springs, NY 12866 Phone: (518)581-1201 Ext. 4249 Fax: (518)581-1209 skitchner�stewartsshops.com TABLE OF CONTENTS 1.0 Executive Su m ma ry 4 1.1 Design Methodology 5 2.0 Site Conditions 6 2.1 Topography 6 2.2 Soil Data 6 2.3 Surface and Groundwater 6 2.4 Flood Plains 7 2.5 Wetlands 7 2.6 Historic and Cultural Resources 7 2.7 Endangered Species 7 3.0 Stormwater Erosion and Sediment Controls 8 3.1 Construction Phasing 8 3.2 Construction Erosion and Sediment Controls 9 3.3 Erosion and Sediment Control Practices 9 3.4 Winter Operations 11 3.5 Materials and Substance Management 11 3.6 Best Management Practices 11 3.7 Spill Prevention Practices 12 4.0 Pre and Post Development Graphical Peak 13 4.1 Pre Development Area Descriptions and Discharge Points 13 4.2 Post Development Area Descriptions and Discharge Points 14 4.3 Soil Restoration 14 4.4 Weighted Curve Number(CN) 15 4.5 Peak Discharges for Pre and Post Development Areas 15 4.6 Pre Development versus Post Development Peak Discharges 16 4.7 Graphical Peak Discharge Usage 16 5.0 Uniform Sizing Criteria 17 5.1 Water Quality Volume (WQv) 17 5.2 Runoff Reduction Volume 17 5.3 Channel Protection Volume 20 5.4 Overbank Flood Protection Volume 20 5.5 Extreme Flood Protection Volume 20 5.6 Safe Passage of the 100-Year Design Storm 20 6.0 Proposed Water Quality and Quantity Controls 21 6.1 Proposed Stormwater Management Strategy 21 6.2 Water Quality and Pretreatment for Post Development Area DA2 & DA4 22 6.3 Water Quantity Control for Post Development Area DA2& DA4 23 Page � 2 7.0 Proposed Conveyance System 26 8.0 Maintenance Requirements for Permanent Practices 27 8.1 ADS Storm Tech°Subsurface Stormwater Systems 27 8.2 Hydro International FD-3HC Hydrodynamic Separator 27 8.3 Drywell 28 8.4 Closed Drainage System 28 8.5 Special Considerations 29 9.0 Exhibits 30 Exhibit A: Graphical Peak Dischar�e Calculations A.1 24-hour Rain Fall Intensities for Saratoga County A.2 Pre Development CN A.3 Post Development CN A.4 NRCS Soil Information A.5 Flood Mapping Information A.6 OPRHP"No Effect" Letter A.7 NYSDEC Non-Jurisdictional Determination Letter Exhibit 6:Water Quality Volume and Channel Protection Volume 6.1 Water Quality Volume (WQv) and Minimum Runoff Reduction Volume (RRv) 6.2 WQv Peak Flow Calculations 6.3 Channel Protection Volume (CPv) 6.4 First Defense Hydrodynamic Separator Technical Data Exhibit C: Hydrolo�ic Model Simulations Usin�HydroCAD C.1 Pre Development C.2 Post Development C.3 Post Development without Controls Exhibit D: Draina�e Calculations D.1 Closed Drainage System Expected Flow Calculations Exhibit E: Maps E.1 Pre Development Subcatchments E.2 Post Development Subcatchments E.3 Catch Basin Subcatchments Exhibit F: Certifications F.1 Owner/Contractor Certifications Exhibit G: NOI/NOT G.1 Notice of Intent G.2 Notice of Termination G.3 MS4 Acceptance Form G.4 SPDES General Permit GP-0-20-001 G.5 SWPPP Inspection Reports Exhibit H: Maintenance Checklist Page � 3 1.0 EXECUTIVE SUMMARY Stewart's Shops is proposing to construct a 3,975 sf convenient store, a parking lot and covered gas pumps on an approximately 1.66 acre parcel located at 402 Lake Avenue in the City of Saratoga Springs, Saratoga County. Currently the project site consists of an existing Stewart's Shop with gasoline sales. Under the proposed Plan, Stewart's remove the existing structure and gasoline canopies for redevelopment. The proposed project will result in approximately 1.90 acres of soil disturbances. The development of the project will be subject to the NYSDEC SPDES General Permit No. GP-0-20-001 for water quality and quantity as it will disturb greater than 1 acre for this project. Per Chapter 9 of the NYSDEC Stormwater Design Manual (SWDM),the project site can be considered a redevelopment project. As such, in order to establish the stormwater treatment requirements,the NYSDEC SWDM was consulted. The NYSDEC requires the water quality and quantity controls for all developments, and as of calendar year 2010, requires the use of"green" infrastructure practices to encourage groundwater recharge. The subject property is currently in use as a convenient store with gasoline sales and a laundromat. As such,a significant portion of the property has already undergone disturbances and development. According to the NYSDEC SWDM Chapter 9, the redevelopment requirements are to be used when the following criteria is applicable: Per section 9.2.1.B.11 Water Quality Treatment Objectives for Redevelopment Projects states: "The Plan proposes that a minimum of 25% of the water quality volume (WQv) from disturbed, impervious area is captured and treated by the implementation of standard SMP or reduced by application of green infrastructure techniques(see Chapter 5 of this Manual). For all sites that utilize structural SMPs, these practices should be targeted to treat areas with the greatest pollutant generation potential (e.g. parking areas, service stations, etc.). If the construction project includes both new development and redevelopment activities, treatment would be required for 25% of the existing impervious area, however,the stormwater management practices for the new development portion of the project must be designed in accordance with the sizing criteria in Chapter 4. As with design of any practice, sizing of structures should be based on all areas contributing to the SMP. Construction projects that involve redevelopment of a portion of the site, may choose diversion or flow splitters to be able to size the control structures for the reconstructed area only. For all sites that utilize green infrastructure techniques (see Table 3.2), a proposed plan is effective when runoff is controlled near the source and managed by infiltration, reuse, and evapotranspiration." The objective of controlling water quantity is to ensure that the peak rate of runoff leaving the site does not increase as the result of development. The existing developments located at this location currently provide no quality control and very little quantity controls for stormwater prior to discharge from the site. A single drywell does exist on site within the parking area to the rear of the Time Warner Cable building to infiltrate stormwater runoff generated within that parking area. The proposed management strategy consists of the use of subsurface stormwater infiltration systems and a drywell to infiltrate the stormwater runoff associated with the development of this property. Pre versus Post development peak flows for various storm intensities will be maintained at all existing discharge points for this project. Water quality control for this project will be achieved using proprietary practices for treatment/pretreatment of the water quality volume (WQv) prior to 100% reduction of the WQv Page � 4 within the proposed infiltration systems. The sizing of the treatment units will meet or exceeds the requirements of the NYSDEC SWDM for redevelopment activities. Routine maintenance is a key component in the successful operation of each stormwater management practice. Provisions ensuring the upkeep are necessary and are submitted in the accompanying maintenance plan. The Maintenance Plan, Stormwater Pollution Prevention Plan (SWPPP)and draft Notice-of-Intent(NOI)Application have been completed for this project site. The NOI along with the MS4 Acceptance Form are required to be submitted to the NYSDEC in order to obtain a SPDES permit to construct the site. Application to the NYSDEC for permit coverage occurs prior to construction activities and after municipal site plan approvals have been obtained. The following SWPPP quantitatively assesses the pre-development and post-development runoff conditions of the project site. The report documents that the proposed improvements will meet the water quality parameters as set forth in the NYSDEC guidelines. 1.1 DESIGN METHODOLOGY 1. Determine contributory watershed area(s) and subsequent sub-watersheds for the project according to site conditions. 2. Evaluate pre and post development stormwater runoff conditions for various storm intensities, durations and frequencies of occurrences using USDA Technical Release 55 (TR-55) methodology. 3. Evaluate and obtain the RRv. 4. Evaluate peak runoff and storage requirements for the 1, 10, and 100-year storm frequencies. Page � 5 2.0 SITE CONDITIONS 2.1 Topography The project area is predominately suburban (bordering on rural) in nature and consists of a several commercial properties. The proposed site is currently home to an existing Stewart's Shop with gasoline sales and associated parking areas. The existing topography generally sloping to the south,the northern portion of the site draining to a depressed area on-site for infiltration in an existing drywell. Stormwater runoff is either discharged from the project site to the south as overland flow or is collected from the developed portions of the existing site and discharged to the existing closed drainage system located along Lake Avenue (NYS Route 29). 2.2 Soil Data The United States Department of Agriculture (USDA) classifies soils into four hydrologic soil groups (A, B, C and D). Soil group A consists of soils that have a higher potential for increased rates of infiltration of surface runoff,while soils in group D have much slower rates of runoff infiltration. Using the USDA's National Resources Conservation (NRCS) Soil Survey Data, the soil maps of the existing watershed area reveal predominately well draining soils. The project soils consist of Windsor loamy sand, 3 to 8 percent slopes (WnB) and Windsor loamy sand, 15 to 25 percent slopes (WnD). Both of these soil types fall into Soil Group A. The existing drainage area was determined to have a composite curve number(CN) of 60. See Exhibit A.4 for the NRCS Soil Survey Mapping information. The information in Exhibit A.4 is also provided in Exhibits E.1 and E.2 which shows the hydrologic soil group delineations within the project site. 2.3 Surface and Groundwater 1) Surface Waters No surface waters are located on the project site. The nearest body of water is Spring Run. Spring Run is a tributary stream to the Lake Lonely. The stream is located approximately 380 feet east of the project site where it passes beneath NYS Route 29. 2) Groundwater The project will not affect any wells within the project area. This project will be designed to ensure that here is no adverse effect on any active sources of water or to the quality of the groundwater. Test pits dug on-site did not reveal the presence of groundwater or seasonally high groundwater. Test pits were excavated to an approximate elevation of 238.50 feet. The NYSDEC SWDM requires that the bottom of any proposed infiltration facility be vertically Page � 6 separated from groundwater by a minimum of three (3) feet. The proposed infiltration systems have been designed to meet this requirement. For the purposes of design, groundwater will be assumed to be at elevation 238.50 feet. The bottom of the stone bedding beneath the proposed subsurface infiltration system is at elevation 243.57 feet and the bottom of the proposed drywell foundation is at 244.02. These elevations provide the greater than the minimum required three (3)feet of vertical separation to groundwater. The project is not located within a Federal Sole Source Aquifer or any State Principle or Primary Aquifers. 2.4 Flood Plains The Flood Hazard Boundary Maps for the project areas (36091C0453E) dated June 16, 1995, were reviewed (See Exhibit A.5). The Federal Emergency Management Agency(FEMA) mapping indicates that the proposed project is not located in a 100-year flood zone. 2.5 Wetlands The project area was reviewed utilizing the online Environmental Resources Mapper provided by the NYSDEC. Based on the information provided by the NYSDEC Mapper,there are no state or federally regulated wetlands located on-site. The project site does, however, fall within the check zone of a NYSDEC jurisdictional wetland. As such, NYSDEC was contacted to determine if the agency had jurisdiction over the project site. Stewart's received a letter from NYSDEC, dated August 19, 2020, stating that due to the relative distance from the nearest mapped wetland, NYSDEC would not take jurisdiction over the project site. A copy of the NYSDEC letter is provided in Exhibit A.7. 2.6 Historic and Cultural Resources Information obtained from the New York State Office of Parks, Recreation and Historic Places (OHRHP) website, revealed that this project is located in an archaeologically sensitive area. OHRHP was contacted and on September 15, 2020 a "No Impact" letter was received. A copy of the letter is provided in Exhibit A.6.. 2.7 Endangered Species The NYSDEC Environmental Resource Online Mapper was reviewed and it was determined that no threatened or endangered species will be impacted by this project. Page � 7 3.0 STORMWATER EROSION AND SEDIMENT CONTROLS 3.1 Construction Phasing All erosion and sediment controls measures will be required to be in place prior to any soil disturbances. The following is a summary of the suggested sequence and estimated duration of construction operations. The final placement and extent of proposed erosion and sediment controls are shown on the Construction Drawings. Construction Activities Duration 1. Obtain all necessary permits. 2 weeks 2. Install perimeter sediment controls in accordance with NYS DEC Guidelines for Erosion and Sediment Control(silt fence(SF),inlet protection(IP)as needed 7 days and Stabilized Construction Entrance(SCE)for construction of road and infrastructure). 3. Establish Staging and storage areas on site for parking area and infrastructure 2 days construction,and protect from erosion and soil migration. 4. Clear site of existing trees to limit of disturbance and grub stumps. Remove stumps from site and dispose of in a legal manner off-site.Mulch all areas which 1 week will not be disturbed within 14 days. 5. Strip topsoil from proposed areas,and stockpile. Protect stockpile area from migration with silt fence and temp seeding.Mulch all areas which will not be 1 week disturbed within 14 days. 6. Remove existing structures and utilities. 1 week 7. Rough grade proposed parking areas and building site area. Imported and exported material to be delivered to site through SCE. Contractor to keep all 1 week debris off public roadways. Sweep NYS Route 29 (Lake Avenue)and Gilbert Avenue as necessary during construction. 8. Construct proposed building,gas canopy and install proposed building utilities. 4 weeks 9. Install drainage culverts and stabilize disturbed areas immediately upon 2 weeks completion of grading operation. 10. Install temporary catch basin inlet protection. 2 days 11. Import base material for parking areas and grade to elevations shown on plans. 1 week 12. Install pavement to lines and grades shown on plans. 2 days 13. Fine grade areas outside of paving. Topsoil and permanently seed all disturbed 1 week areas. 14. Bring infiltration facilities on-line only after all up gradient areas have been 1 week stabilized 15. Stabilize all other disturbed areas. Upon stabilization and only when directed to by the Qualified Inspector,remove sediment controls and stabilize any 2 weeks disturbance caused by the removal of controls. Page � 8 3.2 Construction Erosion and Sediment Controls A site specific Sediment and Erosion Control Plan has been developed for the project to contain and control the migration of water and wind dispersed soil and dust particles. The complete Sediment and Erosion Control Plan is included with the Construction Drawings. All disturbed areas will be maintained in accordance with the SPDES General Permit GP-0-015-002 and the soil erosion and sediment control plan. The NYSDEC's "New York Standards and Specifications for Erosion and Sediment Control", latest edition addresses protecting all water resources within the project limits and measures to maintain the water quality of receiving bodies. The Contractor shall be held responsible for this issue, to review the Erosion and Sediment Control Plans included in the Contract Documents and, if necessary, modify the Plan for compatibility with the Contractor's intended sequence of construction operations. Any changes to the Erosion and Sediment Control Plans included in the Contract Documents made by the Contractor to facilitate his/her sequence of construction shall be in accordance with the requirements in the "New York Standards and Specifications for Erosion and Sediment Control", latest edition. Additionally, the Contractor shall ensure a minimum of one (1) "Trained Contractor" is present on-site at anytime soil disturbance activities are being performed. The "Trained Contractor" shall have received a minimum of four (4) hours of NYSDEC endorsed training in the principles of proper erosion and sediment control and shall be able to produce evidence of said training upon request. 3.3 Erosion and Sediment Control Practices Erosion and sediment control measures will be inspected in accordance with the SPDES General Permit GP-0-015-002 and installed in accordance with "New York Standards and Specifications for Erosion and Sediment Control", latest edition. The Contractor shall inspect all erosion and sediment controls identified in this SWPPP and ensure that they are being maintained in effective operating conditions at all times. A Qualified Inspector shall conduct a site inspection at least once every seven (7) calendar days while construction activities are ongoing. Measures identified as deficient, shall be cleaned and/or repaired as necessary. The following measures have been identified for use on the project: Temporary Surface Stabilization: Areas within the project limits that may be disturbed more than once during the construction activities will be stabilized using temporary seed and mulch or as directed. Disturbed areas, including stockpiles, remaining exposed for more than fourteen (14) days during construction operations shall be stabilized temporarily. Inlet Protection: Inlets to drainage structures shall be protected in order to prevent sediments from entering the proposed closed drainage system and migrating off site. The location and type of inlet protection to be provided is shown on the Construction Drawings. Check Dams: Check dams will be installed in ditches/channels at various locations marked on the Plans. The primary purpose of the check dam is to reduce erosion and limit sediment transport by reducing Page � 9 flow velocities in the channel. The locations on the Plan are approximate and can be changed in the field to provide the best possible utilization of these control measures. Silt Fence: A silt fence will be constructed along the areas of earthwork. The locations are shown on the Construction Drawings. Additional silt fence may be needed as site conditions warrant. The Contractor and Qualified Inspector are encouraged to identify addition placement opportunities in order to maintain the highest water quality standards possible. The provision of silt fence will prevent/reduce sediment from migrating off the construction site and entering the drainage syste m. Construction Entrance: The construction entrance shall be fifty (50) feet long by twenty-four (24) feet wide. The construction entrance captures material and debris before vehicles leave the project site. Refer to the Construction Drawings for placement of the construction entrance. Surface Stabilization: Stabilizing of graded areas will be accomplished by applying topsoil to newly graded areas and using various seed mixes for the establishment of vegetation. Refer to the Construction Drawings for notes and details pertaining to surface stabilization. Dust Control: Water shall be applied at a rate to minimize airborne particles from leaving the construction site as directed by the Qualified Inspector. Concrete WashoutAreas: Concrete trucks shall only be allowed to washout or discharge surplus concrete in specifically designated washout areas that have been prepared to prevent contact between the concrete wash and stormwater. Waste generated from concrete water wash shall not be allowed to flow into� location other than the designated Concrete Washout Area. Proper signage designating the "Concrete Washout Area" shall be placed near the facility. Hardened residue shall be disposed of in the same manner as other non-hazardous construction waste. Maintenance of the wash area is to include removal of hardened concrete. The facility shall have sufficient volume to contain all the concrete waste resulting from washout and a minimum freeboard of 12 inches. The facility shall not be filled beyond 95%capacity and shall be cleaned out once 75%full unless a new facility is constructed. The Contractor shall be responsible for ensuring these procedures are followed. Final lnspection: Prior to the project being finally accepted, it shall be inspected for any evidence of erosion or slope failure. If any such condition becomes apparent upon final inspection, temporary soil erosion and sediment controls shall be installed immediately as directed by the Qualified Inspector. The situation shall be corrected according to a schedule agreed to by the Qualified Inspector and the Contractor. Page � 10 3.4 Winter Operations It is not anticipated that soil disturbing operations will extend beyond the initial construction season. If the project enters a state of temporary wintertime shutdown, the owner/operator has the option to modify the SWPPP inspection schedule. Prior to modifying the inspection schedule, all disturbed areas must first have temporary stabilization measures in place in accordance with the Erosion and Sediment Control Plan and to the satisfaction of the Qualified Inspector. During periods of winter shutdown, SWPPP inspections shall occur a minimum of once every thirty (30) calendar days. Once soil disturbing activities have resumed, the inspection schedule shall return to once every seven (7) calendar days. 3.5 Materials and Substance Management The materials and substances listed below are expected to be on site during construction. 1. If construction vehicles are to be re-fueled on site, petroleum products will be stored in above ground storage tanks. The tanks will either be steel with an enclosure capable of holding 110% of the storage tank volume or Convault-type, concrete encased type with integral secondary storage. Hydraulic oil and other oils will be stored in their original containers. Concrete and asphalt will be stored in the original delivery trucks. 2. Fertilizer may be stored on site in its original container for a short period of time prior to seeding. Original containers will be safely piled on pallets or similar devices to protect from moisture. 3. Paints or other similar materials will be stored in their original containers and all empty containers will be disposed of in accordance with label directions. 4. Portable sanitary facilities,which contain chemical disinfectants(deodorants),will be located on site, with the disinfectants held in the tank of the toilet. All waste materials generated during construction will be disposed of in a suitable landfill, transfer station or Construction & Demolition landfill. Any hazardous waste generated during demolition or construction operations will be disposed of by a licensed hazardous waste carrier at a suitable disposal facility. If unexpected hazardous waste is discovered during construction,the related work in that area will cease until the issue is resolved. Portable temporary sanitary facilities will be serviced regularly. 3.6 Best Management Practices During construction, the following procedures and practices will be followed on site to reduce the risk of spill or other accidental exposure of materials and substances to stormwater runoff: 1. Equipment cleaning, maintenance and repair will be conducted in designated areas protected by berms. 2. Sediment and erosion controls will be inspected weekly for sediment build-up and failure. The controls will be cleaned at the discretion of the Qualified Inspector. Page � 11 3. Cleared brush, debris and soils will be stockpiled up slope from and protected by erosion and sediment controls. 4. Materials brought on site shall be in the minimum quantities required. 5. All materials stored on site will be stored in a neat, orderly manner in their appropriate containers, and if possible, under a roof or other enclosure. 6. Products will be kept in original containers with the original manufacturer's labels and safety data sheets will be retained. 7. Substances will not be mixed with one another unless recommended by the manufacturer. 8. Whenever possible, the entire product will be used up before container disposal. Recycle empty containers as applicable. 9. Manufacturer recommendations for proper use and disposal will be followed. 10. All above grade storage tanks are to be protected from vehicle damage by temporary barriers. 3.7 Spill Prevention Practices The following practices will be followed for spill prevention and cleanup. The site contractor responsible for the day-to-day site operations will be the spill prevention and cleanup coordinator. He/she will designate at least one other site personnel who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel will be posted in the material storage area and in the on-site construction office or trailer. 1. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be made aware of the procedures and the location of the information and cleanup supplies. Any spill in excess or suspected to be in excess of two (2) gallons will be reported to the NYSDEC Regional Response Unit. Notification to the NYSDEC (1-800-457- 7362) must be completed within two hours of the discovery of the spill. This is a legal requirement that must be complied with. 2. Materials and equipment necessary for spill cleanup will be kept in the material storage area on site. Equipment and materials will include, by not be limited to, absorbent pads, brooms, dust pans, mops, rags, gloves, goggles, activated clay, sand, sawdust and plastic and metal trash containers specifically for this purpose. 3. All spills will be cleaned up immediately after discovery. 4. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with spilled substances. 5. Spills of toxic or hazardous materials will be reported to the appropriate State of local government agency, regardless of size. 6. Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum water on site, except in areas specified. 7. Asphalt trucks shall not discharge surplus asphalt on site, except in areas specified. Page � 12 4.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE This section describes the stormwater analysis internal to the site, including the runoff generated. Analysis of the greater upstream/downstream watershed to the receiving waters for this project site is not included in the computations for this report. The non-delineated Pre and Post Development upstream/downstream watersheds are considered base flow and the proposed site improvements will not have an effect on the greater stormwater runoff. Therefore, the Pre and Post Development upstream/downstream watershed will have the exact same stormwater runoff characteristics. 4.1 Pre-Development Area Descriptions and Discharge Points The pre development stormwater systems were analyzed to estimate runoff generated from the site. To adequately analyze and compare the post development conditions against the pre development conditions, the watershed was analyzed as four (4) subcatchment areas. (See Pre Development Subcatchments i n Exh i bit E.1) Pre-Development Subcatchment Area #1 (DA1) discharges runoff as shallow concentrated flow to existing closed drainage system along the southern side of NYS Route 29. Runoff flows in a generally westerly direction until it reaches Discharge Point#1 (DP1), a catch basin belonging to NYSDOT at the intersection of NYS Route 20 and Gilbert Road. This subcatchment area totals approximately 0.86 acres and is comprised of a mixture of well vegetated grasses and wooded areas immediately adjacent to NYS Route 29,as well as areas of impervious cover associated with the existing driveway entrance on NYS Route 29 and the roadway itself. This subcatchment has a pre development CN of 67. Pre-Development Subcatchment Area#2(DA2)also discharges runoff to DP1,but as piped discharge from the developed portions of the existing site. Runoff flows in a generally southerly direction until it enters the existing on-site closed drainage system and is routed to DP1. This subcatchment area totals approximately 0.46 acres and is comprised of a mixture of well vegetated grasses and various areas of impervious cover associated with the existing on-site uses. This subcatchment has a pre development CN of 88. Pre-Development Subcatchment Area #3 (DA3) discharges runoff as shallow concentrated flow to the Lands Now or Formerly of Willard and Gail Anderson, located immediately to the south of the project site. Runoff flows in a generally southerly direction until it reaches Discharge Point#2 (DP2). This subcatchment area totals approximately 1.24 acres and is comprised of a mixture of well vegetated grasses,wooded areas and various areas of impervious cover associated with the existing on-site uses. This subcatchment has a pre development CN of 43. Pre-Development Subcatchment Area #4 (DA4) does not discharge runoff from the project site. Rather, runoff is collected from the rooftop of the existing Stewart's Shop and is routed to an existing drywell located to the rear of the existing delivery area. Collected runoff is then infiltrated into the existing on-site soils. This subcatchment area totals approximately 0.07 acres and is comprised entirely of the existing rooftop.This subcatchment has a pre development CN of 98. Page � 13 4.2 Post-Development Area Descriptions and Discharge Points The following section describes the post development stormwater management system. The post development watershed has been analyzed and subdivided in order to estimate runoff from the watershed and the effect of the proposed development. To adequately analyze and compare the post development conditions with the pre development conditions,the watershed was divided into four(4) subcatchment areas. (See Post Development Subcatchments in Exhibit E.2) Post-Development Subcatchment Area #1 (DA1), as it does in the pre development condition, discharges runoff as shallow concentrated flow to DP1. Runoff flows in a generally westerly direction until it reaches DP1. This subcatchment area totals approximately 0.38 acres and is comprised of a mixture of well vegetated grasses and areas of NYS Route 29.This subcatchment has a post development CN of 68. Post-Development Subcatchment Area #2 (DA2) functions very similarly to Pre-Dvelopment Subcatchment Area DA2. Runoff is collected from all areas of the developed site within the proposed closed drainage system. Where this subcatchment areas differs from the pre development condition is that discharges to DP1 for all anticipated on-site storm events have been eliminated. This is accomplished within the proposed subsurface infiltration system. This subcatchment area totals approximately 1.48 acres and is comprised of areas of dense (sodded) grasses adjacent to NYS Route 29 and areas of impervious cover associated with the proposed development.This subcatchment has a post development CN of 85. Post-Development Subcatchment Area#3(DA3)is approximately 0.55 acres and is comprised of the remaining areas of Pre-Development Area DA3. Runoff continues to flow in a generally southerly direction and is discharged to DP3, the Lands Now or Formerly of Willard and Gail Anderson as shallow concentrated flow. This subcatchment area is comprised of dense(sodded)grasses and the remaining wooded areas on-site. This subcatchment has a post development CN of 44. Post-Development Subcatchment Area #4 (DA4) is approximately 0.23 acres and is comprised of areas of impervious cover associated with the proposed access roadway from NYS Route 29 and portions of the proposed new driveway. Runoff is collected in a series on proposed catch basins and routed to a proposed drywell for infiltration into the existing soils.This subcatchment has a post development CN of 98. 4.3 Soil Restoration Per Section 5.1.6 of the NYSDEC SEDM, soil restoration techniques shall be applied to this project. The specifications listed in this section, particularly in areas of cuts/fills and existing impervious areas that will be converted to pervious areas, shall be performed across the project site. As the project is considered a Redevelopment Activity, Soil Restoration is required in areas where existing impervious areas will be converted to pervious surfaces. The following techniques shall be applied: • Following removal of the impervious cover, three (3) inches of compost shall be applied over the subsoil surface. Compost shall be aged,from plant derived materials,free of viable Page � 14 weed seeds, have no visible free water or dust produced when handling, pass through a %2" screen and have a suitable pH for plant growth. • Compost shall be tilled into the subsoil to a depth of at least twelve (12) inches using a cat- mounted ripper, tractor-mounted disk or tiller. • Any uplifted stone/rock material of four (4) inches or larger in size shall be removed. • Six(6) inches of topsoil shall be applied and the areas shall be vegetated in accordance with the approved Plan. The existing soils on-site fall into HSG A and as such,additional soil restoration requirements include application of six (6) inches of topsoil in areas where only existing topsoil has been stripped. Also, any areas of cuts or fills shall require aeration of the subsoil prior to application of six (6) inches of topsoil. 4.4 Weighted Curve Number(CN) Within each subcatchment, cover type, hydrologic conditions and the hydrologic soil group are analyzed to determine a runoff curve number for sub-areas of each subcatchment. A weighted runoff curve number (CN), or composite, is then determined for each subcatchment. Calculations supporting the pre-development and post-development scenarios are presented in Exhibit A.2 and A.3. 4.5 Peak Discharges for Pre and Post Development Areas Using the TR-55 graphical method and HydroCAD design software,the peak discharges for both the pre and post development subcatchments were determined. The results generated by the software for each subcatchment are shown in the following tables. Table 1 Pre-Development Peak Discharge Rates 1-Yr 10-Yr 100-Yr Pea k Pea k Pea k Discharge Flow Flow Flow Area Tc Subcatchment Point (cfs) (cfs) (cfs) CN (acres) (min)* DA1 DP1 0.14 0.91 2.78 67 0.86 18.6 DA2 D P 1 0.84 1.77 3.38 88 0.46 9.5 DA3 DP2 0.00 0.01 0.82 43 1.24 16.0 DA4 N/A 0.21 0.35 0.60 98 0.07 6.0 Page � 15 Table 2 Post-Development Peak Discharge Rates 1-Yr 10-Yr 100-Yr Pea k Pea k Pea k Discharge Flow Flow Flow Area Tc Subcatchment Point (cfs) (cfs) (cfs) CN (acres) (min)* DA1 DP1 0.14 0.71 1.99 68 0.38 6.0 DA2 DP1 1.54 3.60 7.32 85 1.48 21.0 DA3 DP2 0.00 0.01 0.44 44 0.55 15.2 DA4 DP2 0.73 1.24 2.11 98 0.23 6.0 * A minimum Tc of 6.0 minutes shall be used for all stormwater modeling. 4.6 Pre-Development versus Post Development Peak Discharges at Discharge Points Post development area DA3 has peak discharge rates less than the pre development rates at DP2. Therefore, stormwater management facilities are not required for post development areas DA3. Without attenuation, post development areas DA1 and DA2 would combine to have a peak discharge rates greater than the pre development rates at DP1. Additionally, if post development area DA4 were allowed to combine discharges with post development area DA3,the resulting peak discharge rates would be greater than the pre development rates at DP2. Therefore, proposed stormwater management facilities shall be required to control the peak flows so the resultant peak discharges at both DP1 and DP2 are attenuated to the pre development rates up to and including the 100-year storm event. 4.7 Graphical Peak Discharge Usage The graphical peak discharge method was used to determine the following: 1) Preliminary sizing of both subsurface infiltration systems and the drywell; 2) Preliminarycalculationsof WQvand RRvvalues; 3) Sizing of the proposed closed drainage system; Page � 16 5.0 UNIFORM SIZING CRITERIA The United States Environmental Protection Agency (USEPA) and the NYSDEC have placed greater emphasis on ensuring that water quality standards are maintained both onsite as well as downstream of development. Maintaining water quality involves the removal or reduction of pollutants including suspended solids, phosphates, nitrates and other chemicals generated by development. The new water quality standards expand upon the peak flow attenuation concept to include parameters designed to protect downstream channels from stream bank erosion and flooding. The NYSDEC assumes that, by default, the proposed stormwater management practices meet water quality objectives if the proposed practices are designed in accordance with the List of Acceptable Stormwater Management Practices set forth in the NYSDEC SWDM. Additionally, updates to the NYSDEC SWDM have mandated additional treatment practices in the form of "green" infrastructure used to further reduce the volume of runoff produced. 5.1 Water Quality Volume (WQv) The water quality volume is designed to improve the water quality of the discharged stormwater runoff to capture and treat 90% of the average annual stormwater runoff volume. The WQv is defined as: WQv = [(P)(Rv)(A)]/12 Where: WQv = Water Quality Volume (acre-feet) P = 90% Rainfall Event Number (inches) Rv=0.05+0.009(1); Minimum Rv=0.20 1 = Impervious Cover (percent) A = Site Area (acres) The WQv for post development area DA2 was determined to be 0.057 acre-feet (2,479 ft') and the WQv for post development area DA4 was determined to be 0.019 acre-feet (810 ft3). The WQv was determined based upon the proposed new impervious areas (parking lots, roof tops, etc.) and 25% of the existing impervious areas utilizing the redevelopment strategy. See Exhibit 6.1 for calculations. 5.2 Runoff Reduction Volume (RRv) Implementation of "green" infrastructure practices aid in the reduction of runoff by proactively reducing runoff volume, peak flow and flow duration. It also promotes infiltration and evapotranspiration to improve groundwater recharge and relieve pollutants for the "end of pipe" stormwater treatment practice. The "green" infrastructure techniques listed below are pre - approved methods that the NYSDEC has deemed acceptable to be used towards planning of Page 1 17 development projects and runoff reduction. Some standard SMPs may also be used instead of the options below. Table 3 Runoff Reduction Techniques Group Practice Project Implementation/Justification Preservation of Undisturbed Areas To the extent practical, undisturbed areas have been preserved by adhering to the minimum site development requirements of the Stewart's Shops Corporation. Preservation of Buffers None presently exist on the site. Reduction of Clearing and Grading To the extent practical, clearing and grading has been minimized to meet the minimum site develop ment req uirements of the Stewart's Shops Corporation. Preservation of Natural Resources Locating Development in Less Sensitive Areas None presently exist on the site. Open Space Design This project is not conducive to open space design. Soil Restoration Soil restoration measures shall be provided for this project. (See Construction Drawings) Roadway Reduction None presently exist on the site. Sidewalk Reduction Per the requirements of the Town. Driveway Reduction None presently exist on the site. Reduction of Cul-de-sac Reduction None presently exist on the site. Impervious Building Footprint Per the sizing requirements of the Stewart's Shops Corporation, a Cover Reduction second story for a convenient store is not practical for this location. Parking Reduction Parking area and drive aisles are designed to Town standards. Conservation of Natural Areas None presently exist on the site. Sheetflow to Riparian buffers or filter strips None presently exist on the site. Vegetated Open Swale g p The use of vegetated open swales is not practical with the proposed site design. Tree Planting/Tree Box Landscaped areas are proposed throughout the project site and several trees are proposed as well. p p Runoff Disconnection of Rooftop Disconnection of rooftop runoff is not practical due to site Reduction Techniques Runoff constraints. Stream Daylighting for Redevelopment Projects p J None presently exist on site. Runoff Reduction Rain Garden Not allowed on "Hot Spot" sites. Techniques Green Roof The use of a green roof at this location would not be practical with the proposed building design. Stormwater Planter Practice is not being proposed as it would make access areas to the building non ADA compliant. Tank/Cistern Rain Tank Cistern Proposed landscaped areas will not require the volume of water to be stored in cisterns. Porous Pavement Not allowed on "Hot Spot" sites. Page 1 18 The RRv is the minimum volume of runoff that is to be removed from the runoff volume that is sent to the "end of pipe" treatment practice by utilizing infiltration, evaporation, recycling, recharging, etc. The intent of implementing the "green" infrastructure techniques is to redistribute the WQv prior to runoff being collected by the proposed stormwater drainage system. As it is often difficult to remove the whole WQv, the minimum volume required is set as the RRv. The remaining volume that is not treated (WQv — RRv) will then be treated at the "end of pipe" treatment system. The minimum RRv is defined as: RRv(min) = [(P)(Rv*)(Ai)]/12 Where: RRv(min) = Minimum runoff reduction volume (acre-feet) Rv* = 0.05+0.009(1); where I is 100% impervious cover Ai = (S)(Aic) Aic = Total area of new impervious cover S = Hydrologic soil group reduction factor HSG A;S=0.55 HSG B;S=0.40 HSG C; S = 0.30 HSG D; S = 0.20 Based upon the calculations found in Exhibit B.1, the following was determined: DA2 Minimum RRv = 0.020 acre-feet (885 ft3) (See Exhibit B.1 for calculation) DA4 Minimum RRv = 0.010 acre-feet (430 ft3) (See Exhibit B.1 for calculation) As the project site is considered a "Hot Spot" due to the refueling activities, limited RRv practices can be used on the site. Chapter 3.2 and Chapter 9 of the SWDM states: "Although encouraged, meeting the Runoff Reduction Volume (RRv) criteria is not required for redevelopment activities that meet the criteria in Chapter 9 of this manual." The criteria stated in Chapter 9 is as follows: (1) An existing impervious area is disturbed and then reconstructed as either a pervious or impervious surface, and (2) There is inadequate space for controlling stormwater runoff from the reconstructed area, or (3) The physical constraints of the site to not allow meeting the required elements of the standard practice. This is a redevelopment project in which existing impervious areas on site will be disturbed and reconstructed as both pervious and impervious areas. Although not required for the redevelopment portions of the project, 100% of the WQv from DA2 and DA4 will be reduced on-site within the proposed subsurface infiltration system or the proposed drywell. Therefore, the proposed Page 1 19 subsurface infiltration system and the proposed drywell will satisfy the RRv requirements for the project. 5.3 Channel Protection Volume (CPv) The channel protection storage volume requirements are designed to protect downstream channels from erosion. This goal is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. This volume is held and discharged over a 24-hour period. The calculated CPv for area DA2 is 0.121 acre-feet (5,277 ft3). The proposed subsurface infiltration system for this subcatchment area is adequately sized to infiltrate the entire one-year, 24-hour storm event, thus satisfying the CPv requirements for DA2. The calculated CPv for area DA4 is 0.059 acre-feet (2,560 ft3). The proposed drywell for this subcatchment area is adequately sized to infiltrate the entire one-year, 24-hour storm event, thus satisfying the CPv requirements for DA4. 5.4 Overbank Flood Protection Volume The overbank flood protection volume requirements are incorporated to prevent an increase in the frequency of flooding and magnitude of out -of -bank flooding downstream of the stormwater management practice. Overbank control requires storage to attenuate the post development 10 - year, 24-hour peak discharge rate to the pre development rates. 5.5 Extreme Flood Protection Volume The intent of the extreme flood protection volume is utilized to prevent the increased risk of flood damage from large storm events, maintain the boundaries of the pre development 100 -year flood plain and protect the physical integrity of the stormwater management practices. Extreme flood protection control requires storage to attenuate the 100 -year, 24-hour peak discharge rate to the pre development rates. 5.6 Safe Passage of the 100 -Year Design Storm The physical integrity of the stormwater management practice must be maintained. The outlet structure(s) must be designed to accommodate the 100 -year design storm. Used in conjunction with the stage -storage relationship, the safe passage of the 100 -year design storm reveals the maximum water surface elevation anticipated for the management practice. Page 1 20 6.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS 6.1 Proposed Stormwater Management Strategy The majority of stormwater runoff generated on-site is to be collected in catch basins and routed via a closed drainage system to the proposed subsurface stormwater infiltration system. A small area of impervious cover consisting of the project's access roadway from NYS Route 29 is designed to collect runoff a separate closed drainage system and route it to a proposed drywell, allowing it to infiltrate into the existing soils. Finally, greenspace and existing wooded areas along the southern property line, allow for direct discharge of stormwater runoff from the site. The proposed subsurface stormwater infiltration system for all the impervious cover on-site (DA2) is an ADS Storm Tech° SC -740 Chamber System. Details of the Storm Tech° chambers can be found in the Construction Drawings. The chambers are placed on top of a 6" stone foundation layer and surrounded with 12" of stone on the sides. The chambers are then covered with an additional 12" of stone. The stone is then surrounded with a non -woven geotextile to prevent migration of fines into the perimeter stone. As the area around the gasoline canopy is classified as a Hotspot, stormwater runoff generated in this area of the site must receive redundant pretreatment of 100% of the WQv in order to allow it to be infiltrated. Prior to entry into the Storm Tech° system, runoff is first routed through a hydrodynamic separator for pretreatment and removal of suspended sediments/debris, it is then routed through an oil/water separator designed to prevent fuel spills from being able to enter the infiltration system. To the extent practical, "green" infrastructure practices, as described in previous sections, shall be implemented for improved water quality on the project site. The proposed drywell will infiltrate generated runoff from the project's NYS Route 29 access roadway. Drywell details can be found in the Construction Drawings. The drywell is an eight (8) foot diameter structure with a four (4) foot high barrel section. It sits atop an eight (8) inch thick footing ring and has an eight (8) inch thick traffic rated cover. The drywell is surrounded with three (3) feet of stone and the stone is surrounded with non -woven geotextile to prevent migration of fines into the perimeter stone. Generated runoff is first routed through a hydrodynamic separator for pretreatment and removal of suspended sediments/debris prior to being allowed to enter the drywell for infiltration. The stormwater analysis was performed using HydroCAD. HydroCAD is a computer aided design program, developed by HydroCAD Software Solutions, used for the analysis of hydrologic and hydraulic properties of a watershed. The software uses the NRCS hydrologic methods to compute the 24-hour precipitation event. The runoff curve numbers were computed using TR -55 tabular methodology based on site conditions. The 24-hour rainfall amounts for Saratoga County are documented in Exhibit A.1. The hydrograph model is set to simulate pre development areas versus post development areas. Exhibit C.2 shows a schematic of the model elements. It is the goal of the hydraulic model to demonstrate the water surface elevation within the proposed Storm Tech° and drywell systems and the net increase in peak discharge rates that occur between the pre development and post development conditions for the 1, 10, and 100 -year storm events. Page 1 21 6.2 Water Quality and Pretreatment for Post Development Area DA2 and DA4 Infiltration testing in accordance with Appendix D of the SWDM was conducted on-site and the average on-site exfiltration rates observed were determined to be in excess of 268.0 inches/hour. Per Section 6.3.3 of the SWDM, 100% of the WQv must be pretreated before entering the infiltration system because on-site infiltration rates exceed 5.00 inches/hour. As an additional factor of safety, a factor of 1.5 will be applied to the observed average on-site infiltration rate. All post development stormwater modeling will utilize a design infiltration rate of 134.0 inches/hour. This conservative approach will allow for additional capacity and increase the longevity of the system by allowing for the slowing of rates over time. Post development area DA2 has been designed in accordance with the NYSDEC water quality requirements. Per Table 4.3 of the NYSDEC SWDM, this area of the proposed site is classified as a "Hot Spot" due to the re -fueling activities that will occur. As such, constraints are placed on stormwater management facilities with regard to infiltration and recharge of stormwater on the site. Stormwater runoff generated within DA2 will contain runoff from the area of the refueling pumps and therefore must receive redundant pretreatment of 100% of the WQv prior to being infiltrated on-site. As previously stated, the WQv for DA2 will be reduced entirely within the proposed Storm Tech' Subsurface Infiltration System. The initial pretreatment device for the WQv will be a hydrodynamic separator, a flow through device. As such, and in accordance with Appendix B.2 of the SWDM, the WQv Peak Discharge Rate must be calculated. The WQv Peak Discharge Rate for DA2 was determined to be 0.63 cfs. This calculation can be found in Exhibit B.2. The peak discharge rate for DA2 is 7.32 cfs (the 100 -year design storm). This discharge rate can be found in the post development HydroCAD model, Exhibit C.2. The proposed hydrodynamic separator is the First Defense Model FD-3HC manufactured by Hydro International. The FD-3HC is capable of providing treatment of flow rates up to 0.84 cfs and bypassing flow rates up to 15 cfs. A copy of the manufacturer's data supporting these flow rates in provided in Exhibit B.5. The redundant pretreatment device will be a proposed oil/water separator. The proposed device consists of a round, watertight, concrete structure with an internal standpipe on the outlet. The standpipe will trap any fuel spills within the watertight manhole, allowing for removal, and prevent them from entering the Storm Tech° system. Details of the oil/water separator can be found in the Construction Drawings. Post development area DA4 has been designed in accordance with the NYSDEC water quality requirements. Water quality for this subcatchments will be achieved within the proposed drywell. As previously stated, the WQv for DA4 will be reduced entirely within the proposed drywell. The pretreatment device for the WQv will be a hydrodynamic separator, a flow through device. As such, and in accordance with Appendix B.2 of the SWDM, the WQv Peak Discharge Rate must be calculated. The WQv Peak Discharge Rate for DA4 was determined to be 0.36 cfs. This calculation can be found in Exhibit B.2. The peak discharge rate for DA4 is 2.11 cfs (the 100 -year design storm). This discharge rate can be found in the post development HydroCAD model, Exhibit C.2. Page 1 22 The proposed hydrodynamic separator is the First Defense Model FD-3HC manufactured by Hydro International. The FD-3HC is capable of providing treatment of flow rates up to 0.84 cfs and bypassing flow rates up to 15 cfs. A copy of the manufacturer's data supporting these flow rates in provided in Exhibit 6.5. 6.3 Water Quantity Control for Post Development Area DA2 and DA4 Under the proposed condition, stormwater runoff form post development area DA2 will exceed pre development discharge rates at DP1. As such, stormwater management facilities are required in order to attenuate the post development discharge rates. To manage the increase in stormwater runoff associated with the site improvements in the post developed conditions, an ADS Storm Tech° SC -740 Subsurface Stormwater Infiltration System will be utilized to infiltrate stormwater runoff generated within DA2. The Storm Tech' System designed for area DA2 is comprised of 25 individual SC -740 HDPE arches. Each arch is 7.12' (L) x 4.25' (W) x 2.50' (H). The arch chambers are aligned in rows with an 18" HDPE manifold connecting the rows. Each row receives an end cap on each end of the row. The arches are placed on a 6" stone foundation layer and void stone is placed in between the rows and along the perimeter of the system. A 12" layer of void stone is then placed above the arches. A void ratio of 40% was used in modeling the stone. The system has been adequately sized to safely infiltrate up to and including the 100 -year storm event. The system is, however, designed with an overflow device should the project site experience a storm event in excess of the 100 -year storm or back-to-back 100 -year events. The outlet control structure is designed with a 12" outlet pipe set at elevation 247.57. This elevation equates to the top elevation of the void stone surrounding the Storm Tech' System, however, this elevation is above the 100 -year water surface elevation within the system. If water surface elevations withing the system exceed the storage volume of the stone, discharges to DP1 will occur. The drywell proposed for area DA4 is an eight (8) foot diameter by four (4) foot deep concrete drywell. The drywell has an eight (8) inch thick traffic rated cover with frame and grate to grade. The drywell sits on top of an eight (8) inch thick footing ring. The drywell is surrounded with three (3) feet of void stone which is then surrounded with a non -woven geotextile to prevent migration of fines into the void stone. A void ratio of 40% was used in modeling the stone. The drywell has been adequately sized to safely infiltrate up to and including the 100 -year design storm. HydroCAD software was used to develop a hydraulic model of the proposed Storm Tech° and drywell systems. The software was used to calculate the effectiveness of the proposed systems recharging runoff on-site. The model demonstrates that the proposed Storm Tech° and drywell systems will safely store and infiltrate up to and including the 100 -year storm event. The hydraulic modeling was simulated for the 1, 10, and 100 -year storm events. See Exhibit C.1 and C.2 for model information and design. Page 1 23 Table 4 Pre versus Post Discharge Rates (Attenuated) Discharge Point (DP) 1 -Year Flow (cfs) 10 -Year Flow (cfs) 100 -Year Flow (cfs) Pre Post Pre Post Pre Post DP1 0.89 0.14 2.38 0.71 5.53 1.99 DP2 0.00 0.00 0.01 0.01 0.82 0.44 To obtain the peak outflow from the proposed Storm Tech° System for DA2 labeled "Storm Tech SC -740 Infiltration System" in the software model and a design infiltration rate of 134.0 inches/hour was applied. To obtain the peak outflow from the proposed drywell for DA4 labeled "Proposed 8' Diameter Drywell" in the software model and a design infiltration rate of 134.0 inches per hour was applied. In order to obtain the results in Table 4, inflow versus outflow hydrographs and routing tables were calculated for the proposed systems and the results are as follows: Table 5 Storm Tech° Subsurface Infiltration System Summary 1 -Year (cfs) 10 -Year (cfs) 100 -Year (cfs) DA2 Peak Flow 1.54 3.60 7.32 Peak Infiltration 1.54 3.30 5.41 Rate Max. Water Surface Elevation 243.59 243.96 247.43 (WSEL) Table 6 Drywell Summary 1 -Year (cfs) 10 -Year (cfs) 100 -Year (cfs) DA4 Peak Flow 0.73 1.24 2.11 Peak Infiltration 0.63 1.00 1.71 Rate Max. Water Surface Elevation 244.40 245.77 248.14 (WSEL) The 100 -year WSEL for area DA2 has been determined to be 247.43. The lowest top of frame within the closed drainage system in DA3 is elevation 248.65 (CB#2). This allows for approximately 1.22 feet of additional storage within the closed drainage system in DA3 before catch basin surcharges begin to occur. Page 1 24 The 100-year WSEL for area DA4 has been determined to be 248.14. The lowest top of frame within the access roadway closed drainage system in DA3 is elevation 249.57 (Road CB#3). This allows for approximately 1.43 feet of additional storage within the closed drainage system in DA4 before catch basin surcharges begin to occur. It should be noted that the additional storage volume within the closed drainage system itself was not considered when analyzing available storage volumes in HydroCAD. Page 1 25 7.0 PROPOSED CONVEYANCE SYSTEM The proposed closed drainage system was designed and checked to pass the 10 -year storm event. Calculations for anticipated flow through each pipe run can be found in Exhibit D.1. The anticipated flows through each were based on the percentage of each area of the project site flowing to each proposed catch basin. The delineated surface water runoff area to each proposed catch basin can be found in Exhibit E.3. Page 1 26 8.0 MAINTENANCE REQUIREMENTS FOR PERMANENT PRACTICES Stewart's Shops, as the owner and operator of the proposed convenient store location, will be responsible for the long term maintenance and operation of each permanent practice in place. Inspection of the proposed practices shall be conducted by a professional engineer. Additionally, the municipality has the authority to enter the site and perform their own inspections. The municipal inspection schedule shall be determined at a later date. Example inspection checklists can be found in Exhibit H.1. 8.1 Storm Tech° Subsurface Stormwater System At a minimum, Storm Tech recommends annual inspections. Initially, the should be inspected every six (6) months for the first year of operation. For subsequent years, the inspection should be adjusted based upon the previous observation of sediment deposition. The system incorporates a combination of standard manhole(s) and strategically located inspection ports. The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds three (3) inches throughout the length of a row, clean-out should be performed. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high-pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. It is imperative that accumulated sediment within the system be tested per NYSDEC requirements to determine levels of toxicityrp for to removal and disposal. 8.2 First Defense Model FD-3HC Hydrodynamic Separator The First Defense° protects the environment by removing a wide range of pollutants from stormwater runoff. Periodic removal of these captured pollutants is essential to the continuous, long-term functioning of the First Defense°. The First Defense° will capture and retain sediment and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil storage capacities are reached, the First Defense° will no longer be able to store removed sediment and oil. Maximum pollutant storage capacities are provided in Table 1. The First Defense° allows for easy and safe inspection, monitoring and clean-out procedures. A commercially or municipally owned sump -vac is used to remove captured sediment and floatables. Access ports are located in the top of the manhole. Maintenance events may include Inspection, Oil & Floatables Removal, and Sediment Removal. Maintenance events do not require entry into the First Defense°, nor do they require the internal components of the First Defense° to be removed. In the case of inspection and floatables Page 1 27 removal, a vactor truck is not required. However, a vactor truck is required if the maintenance event is to include oil removal and/or sediment removal. The frequency of clean out is determined in the field after installation. During the first year of operation, the unit should be inspected every six months to determine the rate of sediment and floatables accumulation. A simple probe such as a Sludge -Judge° can be used to determine the level of accumulated solids stored in the sump. This information can be recorded in the maintenance log to establish a routine maintenance schedule. Sediment removal shall occur when the sediment storage volume in the table below has been reached. Based upon the internal dimensions of the FD-3HC manhole, an accumulated sediment volume of 0.4 cy will be reached when sediment depths approach 1.5 feet. Should an oil or fuel spill occur, it should be immediately cleaned out. Motor oil and other hydrocarbons that occur on a more routine basis should be removed when an appreciable layer has been captured. The preferred method of removing these pollutants is the use of absorbent pads, which solidify the oil. These are usually easier to remove from the unit and less expensive to dispose of than the oil/water emulsion created by vacuuming the oily layer. Floating trash can be netted out to separate it from other pollutants. Disposal of all materials from the unit should be done so at an appropriate disposal facility. 8.3 Drywel I At a minimum, the drywell should be inspected annually to observe sediment deposition, if any. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds three (3) inches clean-out should be performed. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high-pressure water nozzle to remove sediments. It is imperative that accumulated sediment within the system be tested per NYSDEC requirements to determine levels of toxicityrp for to removal and disposal. 8.4 Closed Drainage System At a minimum, the private closed drainage system located on site shall be inspected annually. During the inspection, the depth of sediment and condition of the pipe and drainage structures Page 1 28 should be recorded and maintained on file. Sediment shall be removed when six (6) inches of sediment has accumulated within the system. It is anticipated that this will occur approximately every ten (10) years. Removal of sediment will require the use of high pressure water to clean the system. Water and accumulated sediment can be removed from the system using a Vacuum Truck at the next downstream drainage structure. If it is noted that any drainage pipes or catch basins are in need of repair or replacement, repairs will be scheduled at that time. 8.5 Special Considerations When inspecting the subsurface stormwater facilities, it may be necessary for inspectors to enter the manholes. It may be necessary for inspectors to be certified in confined space entry. Page 1 29 9.0 EXHIBITS Page 1 30 Exhibit A — Project Site Information .1 24-hour Rainfall Intensities for Saratoga County .2 Pre Development CN .3 Post Development CN .4 NRCS Soil Information .5 FEMA Floodplain Mapping .6 OPRH P "No Effect" Letter .7 NYSDEC Non -Jurisdictional Determination Letter EFH-2 NY Supplement December 18, 2012 Appendix 1. County rainfall database (county.NY) 24 Hour Storm Frequency County Name 1 2 5 10 25 50 100 Albany N N RCC -B 2.20 2.54 3.11 3.63 4.46 5.22 6.11 Albany S N RCC -B 2.25 2.67 3.31 3.88 4.81 5.67 6.68 Albany S N RCC -C 2.25 2.67 3.31 3.88 4.81 5.67 6.68 Allegany N NRCC-A 1.94 2.26 2.78 3.25 4.00 4.68 5.48 Allegany N NRCC-B 1.94 2.26 2.78 3.25 4.00 4.68 5.48 Allegany S NRCC-A 1.97 2.33 2.87 3.35 4.13 4.84 5.66 Bronx N RCC -C 2.84 3.42 4.28 5.08 6.36 7.54 8.95 Brooklyn N RCC -C 2.84 3.40 4.28 5.09 6.42 7.65 9.12 Broome N RCC -A 2.08 2.40 2.98 3.51 4.36 5.14 6.07 Broome NRCC-B 2.08 2.40 2.98 3.51 4.36 5.14 6.07 Cattaraugus N NRCC-A 1.94 2.22 2.73 3.19 3.91 4.57 5.34 Cattaraugus N NRCC-B 1.94 2.22 2.73 3.19 3.91 4.57 5.34 Cattaraugus S NRCC-A 1.99 2.36 2.91 3.41 4.20 4.92 5.77 Cattaraugus S NRCC-B 1.99 2.36 2.91 3.41 4.20 4.92 5.77 Cayuga N N RCC -A 1.94 2.28 2.80 3.26 4.01 4.68 5.47 Cayuga N N RCC -B 1.94 2.28 2.80 3.26 4.01 4.68 5.47 Cayuga S N RCC -A 1.98 2.33 2.87 3.35 4.13 4.84 5.66 Cayuga S N RCC -B 1.98 2.33 2.87 3.35 4.13 4.84 5.66 Chautauqua N NRCC-A 1.87 2.28 2.82 3.31 4.10 4.82 5.66 Chautauqua N NRCC-B 1.87 2.28 2.82 3.31 4.10 4.82 5.66 Chautauqua S NRCC-A 2.02 2.38 2.97 3.50 4.36 5.15 6.09 Chautauqua S NRCC-B 2.02 2.38 2.97 3.50 4.36 5.15 6.09 Chem u ng N RCC -A 1.98 2.35 2.90 3.41 4.22 4.96 5.83 Chem u ng N RCC -B 1.98 2.35 2.90 3.41 4.22 4.96 5.83 Chenango NRCC-A 2.05 2.41 2.95 3.45 4.24 4.96 5.79 Chenango NRCC-B 2.05 2.41 2.95 3.45 4.24 4.96 5.79 Clinton N RCC -A 1.85 2.13 2.62 3.06 3.75 4.39 5.13 Clinton NRCC-B 1.85 2.13 2.62 3.06 3.75 4.39 5.13 Columbia N NRCC-B 2.37 2.80 3.48 4.12 5.13 6.06 7.17 Columbia N NRCC-C 2.37 2.80 3.48 4.12 5.13 6.06 7.17 Columbia S NRCC C 2.48 2.95 3.67 4.33 5.40 6.39 7.57 Columbia S NRCC D 2.48 2.95 3.67 4.33 5.40 6.39 7.57 Cortland NRCC-A 1.97 2.35 2.87 3.34 4.09 4.76 5.55 Cortland NRCC-B 1.97 2.35 2.87 3.34 4.09 4.76 5.55 Delaware NW NRCC-A 2.10 2.51 3.08 3.61 4.45 5.21 6.10 Delaware NW NRCC-B 2.10 2.51 3.08 3.61 4.45 5.21 6.10 Delaware SE NRCC-B 2.23 2.66 3.28 3.84 4.73 5.55 6.51 Delaware SE NRCC-C 2.23 2.66 3.28 3.84 4.73 5.55 6.51 7 EFH-2 NY Supplement December 18, 2012 Dutchess N N RCC -C 2.58 3.11 3.90 4.63 5.81 6.91 8.23 Dutchess N N RCC -D 2.58 3.11 3.90 4.63 5.81 6.91 8.23 Dutchess S N RCC -C 2.64 3.18 3.98 4.71 5.91 7.01 8.32 Erie N RCC -A 1.87 2.20 2.69 3.14 3.84 4.48 5.23 Erie N RCC -6 1.87 2.20 2.69 3.14 3.84 4.48 5.23 Essex N N RCC -A 1.98 2.25 2.74 3.19 3.89 4.53 5.28 Essex N N RCC -6 1.98 2.25 2.74 3.19 3.89 4.53 5.28 Essex S N RCC -A 2.09 2.40 2.90 3.34 4.04 4.67 5.40 Essex S N RCC -6 2.09 2.40 2.90 3.34 4.04 4.67 5.40 Franklin NRCC-A 1.94 2.21 2.73 3.21 3.97 4.67 5.49 Franklin NRCC-6 1.94 2.21 2.73 3.21 3.97 4.67 5.49 Fulton N RCC -6 2.19 2.52 3.05 3.53 4.27 4.93 5.71 Genesee N RCC -A 1.86 2.18 2.65 3.07 3.73 4.33 5.02 Greene NW NRCC-C 2.31 2.77 3.48 4.13 5.19 6.17 7.35 Greene NW NRCC-D 2.31 2.77 3.48 4.13 5.19 6.17 7.35 Greene SE NRCC-C 2.52 3.05 3.84 4.57 5.76 6.88 8.21 Greene SE NRCC-D 2.52 3.05 3.84 4.57 5.76 6.88 8.21 Hamilton N NRCC-A 1.98 2.31 2.79 3.21 3.88 4.48 5.18 Hamilton N NRCC-6 1.98 2.31 2.79 3.21 3.88 4.48 5.18 Hamilton S N RCC -A 2.13 2.47 2.98 3.45 4.17 4.82 5.58 Hamilton S N RCC -6 2.13 2.47 2.98 3.45 4.17 4.82 5.58 Herkimer NRCC-A 2.17 2.51 3.07 3.59 4.40 5.14 6.01 Herkimer NRCC-6 2.17 2.51 3.07 3.59 4.40 5.14 6.01 Jefferson NW NRCC-A 1.96 2.27 2.80 3.27 4.02 4.71 5.51 Jefferson NW NRCC-6 1.96 2.27 2.80 3.27 4.02 4.71 5.51 Jefferson SE NRCC-A 2.00 2.33 2.86 3.33 4.07 4.75 5.54 Jefferson SE NRCC-6 2.00 2.33 2.86 3.33 4.07 4.75 5.54 Lewis N N RCC -A 2.00 2.33 2.83 3.28 3.99 4.64 5.39 Lewis N N RCC -6 2.00 2.33 2.83 3.28 3.99 4.64 5.39 Lewis S N RCC -A 2.05 2.38 2.90 3.36 4.10 4.76 5.53 Lewis S N RCC -6 2.05 2.38 2.90 3.36 4.10 4.76 5.53 Livingston NRCC-A 1.86 2.14 2.64 3.11 3.84 4.51 5.30 Madison NRCC-A 2.09 2.42 2.97 3.47 4.26 4.98 5.82 Madison NRCC-6 2.09 2.42 2.97 3.47 4.26 4.98 5.82 Manhattan NRCC-C 2.83 3.40 4.26 5.06 6.34 7.53 8.94 Monroe NRCC-A 1.83 2.15 2.64 3.08 3.79 4.43 5.18 Montgomery NRCC-6 2.16 2.48 3.01 3.50 4.27 4.96 5.77 Nassau NRCC-C 2.84 3.40 4.26 5.05 6.33 7.51 8.92 Niagara N RCC -A 1.77 2.12 2.58 2.99 3.63 4.22 4.90 Oneida N RCC -A 2.18 2.50 3.06 3.56 4.36 5.08 5.93 Oneida N RCC -6 2.18 2.50 3.06 3.56 4.36 5.08 5.93 Onondaga E N RCC -A 2.01 2.35 2.89 3.37 4.14 4.84 5.66 Onondaga W NRCC-A 1.99 2.30 2.82 3.29 4.03 4.70 5.49 0 EFH-2 NY Supplement December 18, 2012 Ontario NRCC-A 1.89 2.19 2.69 3.14 3.87 4.52 5.29 Ontario NRCC-B 1.89 2.19 2.69 3.14 3.87 4.52 5.29 Orange N RCC -C 2.64 3.21 4.04 4.80 6.04 7.19 8.57 Orleans NRCC-A 1.82 2.14 2.60 3.02 3.69 4.28 4.97 Oswego E N RCC -A 2.12 2.40 2.92 3.38 4.11 4.77 5.54 Oswego E N RCC -B 2.12 2.40 2.92 3.38 4.11 4.77 5.54 Oswego W N RCC -A 1.97 2.29 2.80 3.25 3.98 4.63 5.40 Oswego W N RCC -B 1.97 2.29 2.80 3.25 3.98 4.63 5.40 Otsego N RCC -A 2.12 2.48 3.03 3.53 4.33 5.05 5.90 Otsego N RCC -B 2.12 2.48 3.03 3.53 4.33 5.05 5.90 Putnam NRCC-C 2.73 3.29 4.13 4.90 6.16 7.32 8.70 Putnam NRCC-D 2.73 3.29 4.13 4.90 6.16 7.32 8.70 Queens NRCC-C 2.84 3.41 4.28 5.09 6.39 7.59 9.03 Rensselaer N RCC -B 2.31 2.69 3.31 3.88 4.78 5.60 6.58 Rensselaer N RCC -C 2.31 2.69 3.31 3.88 4.78 5.60 6.58 Rockland NRCC-C 2.77 3.38 4.25 5.05 6.35 7.56 9.00 Rockland NRCC-D 2.77 3.38 4.25 5.05 6.35 7.56 9.00 Saratoga E N RCC -B 2.24 2.62 3.22 3.77 4.64 5.44 6.38 Saratoga W N RCC -B 2.21 2.57 3.12 3.61 4.39 5.09 5.90 Schenectady N RCC -B 2.16 2.51 3.05 3.54 4.32 5.03 5.85 Schoharie N NRCC-B 2.15 2.51 3.10 3.64 4.50 5.28 6.21 Schoharie S NRCC-B 2.18 2.62 3.25 3.83 4.76 5.61 6.63 Schoharie S NRCC-C 2.18 2.62 3.25 3.83 4.76 5.61 6.63 Schuyler NRCC-A 1.93 2.34 2.92 3.45 4.30 5.08 6.01 Schuyler NRCC-B 1.93 2.34 2.92 3.45 4.30 5.08 6.01 Seneca N RCC -A 1.91 2.24 2.76 3.23 3.98 4.67 5.47 Seneca NRCC-B 1.91 2.24 2.76 3.23 3.98 4.67 5.47 St Lawrence N RCC -A 1.92 2.23 2.72 3.17 3.87 4.51 5.25 St Lawrence N RCC -B 1.92 2.23 2.72 3.17 3.87 4.51 5.25 Staten Island NRCC-C 2.85 3.39 4.27 5.09 6.41 7.64 9.12 Steuben N NRCC-A 1.97 2.30 2.82 3.29 4.04 4.71 5.50 Steuben N NRCC-B 1.97 2.30 2.82 3.29 4.04 4.71 5.50 Steuben S NRCC-A 1.98 2.32 2.88 3.38 4.19 4.94 5.82 Steuben S NRCC-B 1.98 2.32 2.88 3.38 4.19 4.94 5.82 Suffolk NRCC-C 2.79 3.38 4.25 5.05 6.36 7.57 9.02 Suffolk NRCC-D 2.79 3.38 4.25 5.05 6.36 7.57 9.02 Sullivan NW N RCC -B 2.39 2.82 3.49 4.10 5.07 5.97 7.03 Sullivan NW N RCC -C 2.39 2.82 3.49 4.10 5.07 5.97 7.03 Sullivan SE N RCC -B 2.52 3.00 3.72 4.37 5.42 6.38 7.52 Sullivan SE N RCC -C 2.52 3.00 3.72 4.37 5.42 6.38 7.52 Tioga N RCC -A 2.02 2.37 2.93 3.45 4.27 5.03 5.92 Tioga N RCC -B 2.02 2.37 2.93 3.45 4.27 5.03 5.92 Tompkins N RCC -A 2.01 2.34 2.91 3.43 4.27 5.04 5.94 E EFH-2 NY Supplement December 18, 2012 Tompkins N RCC -6 2.01 2.34 2.91 3.43 4.27 5.04 5.94 Ulster Central NRCC-C 2.68 3.24 4.03 4.76 5.93 7.01 8.30 Ulster Central NRCC-D 2.68 3.24 4.03 4.76 5.93 7.01 8.30 Ulster NW NRCC-6 2.40 2.86 3.53 4.14 5.11 6.00 7.05 Ulster NW NRCC-C 2.40 2.86 3.53 4.14 5.11 6.00 7.05 Ulster NW NRCC-D 2.40 2.86 3.53 4.14 5.11 6.00 7.05 Ulster SE NRCC-C 2.62 3.18 3.97 4.69 5.86 6.94 8.22 Ulster SE NRCC-D 2.62 3.18 3.97 4.69 5.86 6.94 8.22 Warren NRCC-A 2.12 2.45 2.95 3.39 4.09 4.71 5.42 Warren NRCC-6 2.12 2.45 2.95 3.39 4.09 4.71 5.42 Washington N NRCC-6 2.11 2.52 3.08 3.58 4.38 5.10 5.94 Washington S NRCC-6 2.22 2.60 3.21 3.76 4.63 5.43 6.37 Wayne N RCC -A 1.89 2.23 2.73 3.18 3.90 4.54 5.30 Wayne N RCC -6 1.89 2.23 2.73 3.18 3.90 4.54 5.30 Westchester NRCC-C 2.78 3.41 4.30 5.13 6.49 7.76 9.28 Westchester NRCC-D 2.78 3.41 4.30 5.13 6.49 7.76 9.28 Wyoming N RCC -A 1.90 2.21 2.69 3.13 3.81 4.42 5.14 Yates N RCC -A 1.90 2.23 2.75 3.23 4.00 4.70 5.52 Yates N RCC -6 1.90 2.23 2.75 3.23 4.00 4.70 5.52 10 Project # Sheet # 1 of 1 Page # 1 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By. Date: Subject: Pre Development Weighted CN Checked By. Date: Applicable Standards: Urban Hydrology for Small Watersheds, Techincal Release 55. USDA, June 1986 Drainage Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN # 18,157 Lawn Area, Good A 39 37A45 sq. feet = 0.860 acres = 0.001 sq. miles 48% 18.9 67 17,981 Paved Parking, Roof, Etc. A 98 48% 47.1 17307 Woods, Good A 30 3% 1.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 371445 1 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #2 3,399 Lawn Area, Good A 39 1%983 sq. feet = 0.459 acres = 0.001 sq. miles 17% 6.6 88 161584 Paved Parking, Roof, Etc. A 98 83% 81.3 29,362 Woods, Good A 30 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 19,983 i 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #3 16,203 Lawn Area, Good A 39 53,817 sq. feet = 1.235 acres = 0.002 sq. miles 30% 11.7 43 8,252 Paved Parking, Roof, Etc. A 98 15% 15.0 29,362 Woods, Good A 30 55% 16.4 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 53,817 1 100% Project # Sheet # 1 of 1 Page # 2 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By. Date: Subject: Pre Development Weighted CN Checked By. Date: Applicable Standards: Urban Hydrology for Small Watersheds, Techincal Release 55. USDA, June 1986 Drainage Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #4 27886 Paved Parking, Roof, Etc. A 98 2,886 sq. feet = 0.066 acres = 0.000 sq. miles 100% 98.0 98 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 2,886 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN 0 sq. feet = 0.000 acres = 0.000 sq. miles 0% 0.0 0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0 0% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN 0 sq. feet = 0.000 acres = 0.000 sq. miles 0% 0.0 0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0 1 0% Project # Sheet # 1 of 1 Page # 1 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By. Date: Subject: Post Development Weighted CN Checked By. Date: Applicable Standards: Urban Hydrology for Small Watersheds, Techincal Release 55. USDA, June 1986 Drainage Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN # 81532 Lawn Area, Good A 39 16,626 sq. feet = 0.382 acres = 0.001 sq. miles 51% 20.0 68 8,094 Paved Parking, Roof, Etc. A 98 49% 47.7 9,710 Woods, Good A 30 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 161626 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #2 13,912 Lawn Area, Good A 39 64,381 sq. feet = 1.478 acres = 0.002 sq. miles 22% 8.4 85 501469 Paved Parking, Roof, Etc. A 98 78% 76.8 9,710 Woods, Good A 30 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 64,381 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #3 11,021 Lawn Area, Good A 39 24,074 sq. feet = 0.553 acres = 0.001 sq. miles 46% 17.9 44 3,343 Paved Parking, Roof, Etc. A 98 14% 13.6 9,710 Woods, Good A 30 40% 12.1 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 24,074 1 100% Project # Sheet # 1 of 1 Page # 2 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By. Date: Subject: Post Development Weighted CN Checked By. Date: Applicable Standards: Urban Hydrology for Small Watersheds, Techincal Release 55. USDA, June 1986 Drainage Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN #4 101099 Paved Parking, Roof, Etc. D 98 10,099 sq. feet = 0.232 acres = 0.000 sq. miles 100% 98.0 98 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 10,099 1 100% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN 0 sq. feet = 0.000 acres = 0.000 sq. miles 0% 0.0 0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0 1 0% Area Land Use Hydrologic Soil Actual Area (feet2) Land Use / Cover Description Group CN Area (feet) Factored CN Weighted CN % CN 0 sq. feet = 0.000 acres = 0.000 sq. miles 0% 0.0 0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0% 0.0 0 1 0% z fn En 0 M 0660LLti M „T£ .tib o£L O Z ViaL cl �' CL vJ Z cu O O (U U to CU I 0 + CU vJ Q O I� Q :3 ca O J CD o 'O U) to U O- O � O U) >w � 2 CU - O (U 9�. —1 OO M „TV ,tib o£L 0660LLti Z fn in 0 M Q OL60LLt, 0560LLt, I' d f O£60LLti MOLLti 0680LLV z 0 En 0 M OL80LLti 0580LLti - M „ T£ .tib o£L If - r- - O OL60LLV 056OLLti 0860LLti M60LLV 068OLLti OL80LLti 0580LLV Z O in 0 M Q N N O O L N � O M ^(a am L � 'o U .O Co oO N O � C7 000 O CU N° O Z a� rn E U) 00 .. c 'a o � cu L9 O p 8 L ,acu O O LO O V r -I {0� L U) 10 OL OL fo fo I.f O z � O Z V M „TV ,tib o£L Z Lcli .Q N fn Z O c O O CU U to CU o O c L Q� fn a I Q :3 ca O J L N CD O O U) cn U O - 'O � >w ca 2 � vJ 0 z w CD w J IL Q CL E U L U N O N r cn cn co U CU O O U (u U L O O O E VCU cu cu c6 'C E 4— O cn E CU c c U O �_ = = �-m U 4-m 2 O_ � CU ca O- c U O = N cn E cn N 'Fu (D 4- > o C > -0 cu O cu 0 >, -a c CL -0 LO U 4-m E 0 O 4--a N O CL cu =_ cu E �~ to O -0o C 'O fn N j E c;) .� N -0 (U U L c6 m c6 7Ew c m W -E c O U U to N N O O N N L M co am Z c� Lcn O � coQ co O i in U co U i N O Q U 0 U O co O to Q .0 EN f n -0 cn `-� � +� N :E � _ N EU � cu L cu M O- to :3 N U L LO Q U LZ N0 O N O N �C> U _ W cn cu WON ZO O Nca cu N rn ° 1-1- O = cu c� "O cucu cuc�Qcn o O °) UO o o o -C - uEO O L>I". cn Ncn �0 N0' O O cn (6 o Q �>1 cto cn N cu ,O :3 cn cn U (ucn L- > > =� O .O N p .tn O cu N N N L Q C N � L cu � cu J CL U) cnO p Cl) Q � j N� U� c U N 4 N -0 � .. Z� E >% 4 L U C N Q O N N C N cm� (a c O E O N O +_ L+=� O C>11 � cn CL N >, cu N U c6 c6 : ,cn N D U L ._ O CU Q 0 0 � NI �� O a --m O .O c6 U O O p� i p O N L Q QO N 0 0 O 70� � O N to to CU c6 U O U U c L" CL N O- a� cn fn O O :n N o •Q o c O N N �E p N p tn�U .� U c6 O cn -0 U 20_�Qca �o — 'O = cncn — 'O L cn� O W 0� N pcu �U._tn N N O O N N L M co am Z c� m c ca - � O� 0 U o rn _ U _0 rn ° E m o o o -C a fn i U U 0 z cn o m c 0 I- 0 0 0 � NI �� O L i m `�M L W O > > a U)0 0 c 0 c L 0 N c L 0 L 0 " O L o 0) a) a7 a� Q 0 >+ c N a 0 IL 0 0 0 0 c o 0 0 0 IL 0 0 m m U U 0 z Q a m m U U 0 z Q a co 'CO m m L. Q (0 N N O O N N L M co am Z Hydrologic Soil Group—Saratoga County, New York Hydrologic Soil Group Stewart's Shops - 402 Lake Avenue - Saratoga Springs, NY 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 3/15/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Map unit symbol Map unit name Rating Acres in AOI Percent of AOI FI Fluvaqvents frequently flooded A/D 0.0 0.0% WnB Windsor loamy sand, 3 to 8 percent slopes A 1.1 18.6% WnD Windsor loamy sand, 15 to 25 percent slopes A 4.6 81.3% Totals for Area of Interest 5.6 100.0% 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 3/15/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Saratoga County, New York Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie-break Rule: Higher Stewart's Shops - 402 Lake Avenue - Saratoga Springs, NY USDA Natural Resources Web Soil Survey 3/15/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 v a __ _ . i -_—I---------.----.--------- � > a � s 4' LA Cl- � on N-) t---- t7) %M y s LL O €k r p n f F- � n . z p L� V i O E ui O •c[ l o ; c � �-` 41 f M y R (-) I, ' ° � � - cin _ • O 0 E [7 `n zu C3 as W+'. O42 Z � I -11 on o � p --a co I 3! I -a C � � , ! 1L N 0 Im O. n <c4 „3 0 y- c � = L C .= r l� !d a o i O D. 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CUOMO ERIK KULLESEID Governor Commissioner September 15, 2020 Charles Marshall Stewart's Shops Corp. PO Box 435 Saratoga Springs, NY 12866 Re: SEQRA Stewart's Shops Redevelopment - Lake Avenue (NYS 29) and Gilbert Road 402 Lake Ave., City of Saratoga Springs, Saratoga County, NY 20 P RO5646 Dear Charles Marshall: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Deputy Commissioner for Historic Preservation Division for Historic Preservation Division for Historic Preservation P.O. Box 189, Waterford, New York 12188-0189 - (518) 237-8643 - parks.ny.gov NE'lllr YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Natural Resources, Region 5 232 Golf Course Road, Warrensburg, NY 12885 P: (518) 623-1203 1 F: (518) 623-3663 www dec.ny.gov August 19, 2020 Mr. Robert Fraser The LA Group 40 Long Alley Saratoga Springs, NY 12866 Re: Freshwater Wetland Validation Stewart's Shop 402 Lake Avenue City of Saratoga Springs, Saratoga County Dear Mr. Fraser: Based on a site visit by this office on August 17, 2020, there are no DEC regulated wetlands on this parcel. The nearest mapped wetland is much too far from the site in question, and therefore, DEC will not take jurisdiction over the above-described property. If you have any questions regarding the above -referenced project as it related to the DEC freshwater wetland regulations please contact me at (518) 623-1250. If you have any questions regarding permitting please contact the Division of Environmental Permits at (518) 623-1200. Sincerely, Jed Hayden Wildlife Biologist NFWYORK Department of r Environmental IL :�-� Conservation Exhibit 6 — WQv and CPv .1 Post Development Water Quality Volume (WQv) and Minimum Runoff Reduction Volume (RRv) Calculations .2 Post Development Water Quality Peak Flow Calculation .3 Channel Protection Volume (CPv) Calculations .4 First Defense Hydrodynamic Separator Technical Data Project # Project: Weibel Avenue Subject: Water Quality Volume - DA2 Sheet # 1 of 1 Created By: S. Kitchner Checked By: Revised By: Checked By: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Hydrologic Input Parameters and Site Hydrology Rainfall Distribution Type: 2 (1, 1A, 2 or 3) 90% Storm Event (P): 1.1 inches Weighted Hydrologic Soil Group (HSG): A (A, B, C or D) Redevelopment Project: 1 (Yes = 1, No = 2) Water Quality Volume, WQv Compute Impervious Cover New Impervious Cover Within Site: 0.424 Existing Impervious Cover Within Site: 0.735 Total Impervious Cover: 1.159 Impervious Area for WQv Calculation (New Const): NA Impervious Area for WQv Calculation (Redevelopment): 0.608 Total Watershed Area: 1.478 acres I = Impervious Area / Total Watershed Area: 0.411 1 = 41.1 % Compute Runoff Coefficient, Rv Rv = 0.05 + 0.009 (1) Rv = 0.42 Compute WQv, (Includes both on-site and off-site drainage) (Use the 90% capture rule, Figure 4.1 NYS-SWDM) WQv = (P)(Rv)(A) 12 WQv = 0.057 Runoff Reduction Volume, RRv WQv = 2479 S= RRv(M,N) _ (P)(0.95)(S)(Aic) 12 RRv(M,N) = 0.020 ac -ft = 885 Cell requires a direct entry Page # 1 of 2 Date: 3/14/2022 Date: Date: Date: (Min Rv = 0.20, use 0.42 ) ac -ft = 2479 ft3 ft3 Specific Reduction Factors (S) for HSGs HSG A = 0.55 HSG B = 0.40 HSG C = 0.30 HSG D = 0.20 Project # Project: Weibel Subject: Water Quality Volume - DA4 Sheet # 1 of 1 Created By: S. Kitchner Checked By: Revised By: Checked By: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Hydrologic Input Parameters and Site Hydrology Rainfall Distribution Type: 2 (1, 1A, 2 or 3) 90% Storm Event (P): 1.1 inches Weighted Hydrologic Soil Group (HSG): A (A, B, C or D) Redevelopment Project: 1 (Yes = 1, No = 2) Water Quality Volume, WQv Compute Impervious Cover New Impervious Cover Within Site: 0.206 Existing Impervious Cover Within Site: 0.026 Total Impervious Cover: 0.232 Impervious Area for WQv Calculation (New Const): NA Impervious Area for WQv Calculation (Redevelopment): 0.213 Total Watershed Area: 0.232 acres I = Impervious Area / Total Watershed Area: 0.916 1 = 91.6 % Compute Runoff Coefficient, Rv Rv = 0.05 + 0.009 (1) Rv = 0.87 Compute WQv, (Includes both on-site and off-site drainage) (Use the 90% capture rule, Figure 4.1 NYS-SWDM) WQv = (P)(Rv)(A) 12 WQv = 0.019 Runoff Reduction Volume, RRv WQv = 810 S= RRv(M,N) _ (P)(0.95)(S)(Aic) 12 RRv(M,N) = 0.010 ac -ft = 430 Cell requires a direct entry Page # 2 of 2 Date: 3/14/2022 Date: Date: Date: (Min Rv = 0.20, use 0.87 ) ac -ft = 810 ft3 �3 Specific Reduction Factors (S) for HSGs HSG A = 0.55 HSG B = 0.40 HSG C = 0.30 HSG D = 0.20 Project # Sheet # 1 of 1 Page # 1 of 2 Created By. S. Kitchner Date. 3/14/2022 Checked By. Date.- Project.- ate.Project. Weibel Avenue Revised By. Date.- Subject.- ate.Subject. WQv Peak Flow - DA2 Checked By. Date.- Computation ate. Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Determination of qu One-year Storm Event (P) = 2.24 Total Drainage Area = 1.478 acres = 0.0023 sq. miles Weighted CN for this post -development drainage area: 85 = 9,271,494 square in. Calculated time of concentration, Tc = 0.35 Calculated WQv = 0.057 ac -ft (See Exhibit B.1) Calculate the initial absraction, la = (200 / CN) -2 = 4,290,390 cubic in. la = 0.35 WQv (in inches) = 0.463 in. Calculate la/P = 0.16 Determine qu based on Tc and la/P Exhibit 4 -II Unit peal discharge (qJ for NRCS (SCS) type II rainfall distribution I UUU 800 600 500 ^, 400 E 300 Cr m CP L cc t� 200 s� m C. ,r 100 80 60 50 a% 70 q3 a � a S ` Q q� s as 0 1 .2 .4 .0 .8 1 2 4 8 8 10 Time of concentration (Td, (hours) qu = 585 csm/in (where csm = cubic feet per second per square mile per year) From Appendix B.2 of the NYSDEC SWDM: QP = qu x A x WQv Where: QP = (585 csm/in) (0.0023 sq. mi.) (0.463 in.) QP = peak discharge (cfs) Q = 0.63 cfs qu = unit peak discharge (cfs/mi`/inch) A = drainage area (square miles) WQv = water quality volume (watershed inches) Cell requires a direct ent Project # Sheet # 1 of 1 Page # 2 of 2 Created By. S. Kitchner Date. 3/14/2022 Checked By. Date.- Project.- ate.Project. Weibel Avenue Revised By. Date.- Subject.- ate.Subject. WQv Peak Flow - DA4 Checked By. Date.- Computation ate. Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Determination of qu One-year Storm Event (P) = 2.24 Total Drainage Area = 0.232 acres = 0.0004 sq. miles Weighted CN for this post -development drainage area: 98 = 1,455,336 square in. Calculated time of concentration, Tc = 0.10 Calculated WQv = 0.019 ac -ft (See Exhibit B.1) Calculate the initial absraction, la = (200 / CN) -2 = 1,430,130 cubic in. la = 0.04 WQv (in inches) = 0.983 in. Calculate la/P = 0.02 Determine qu based on Tc and la/P Exhibit 4 -II Unit peal discharge (qJ for NRCS (SCS) type II rainfall distribution I UUU 800 600 500 ^, 400 E 300 Cr m CP L cc t� 200 s� m C. ,r 100 80 60 50 a% 70 q3 a 0 a S q ` Q s as 0 1 .2 .4 .0 .8 1 2 4 8 8 10 Time of concentration (Td, (hours) qu = 1,000 csm/in (where csm = cubic feet per second per square mile per year) From Appendix B.2 of the NYSDEC SWDM: QP = qu x A x WQv Where: QP = (1,000 csm/in) (0.0004 sq. mi.) (0.983 in.) QP = peak discharge (cfs) Q = 0.36 cfs qu = unit peak discharge (cfs/mi`/inch) A = drainage area (square miles) WQv = water quality volume (watershed inches) Cell requires a direct ent Project # Sheet # 1 of 2 Page # 1 of 2 Created By: S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By: Date: Subject: Qu - DA2 Checked By: Date: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Compute Channel Protection Storage Volume, Vs For stream channel protection, provide 24-hrs of extended detentionfor the one-year storm event. (First, determine the value of the unit peak discharge (q,) One-year Storm Event (P) = 2.24 Total Drainage Area = 1.478 acres Weighted CN for this post -development drainage area: 85 Calculated time of concentration, Tc = 0.35 Calculate the initial absraction, la = (200 / CN) -2 la = 0.35 Calculate la/P = 0.16 Determine qu based on Tc and la/P Exhibit 4 -II Unit peal discharge (qJ for NRCS (SCS) type II rainfall distribution iL)c)L) 800 boo 500 400 70 0.J 0 300 0 0 S0 L to 200- M a� CL ,r 100- 80- 60- 50 0080B050 - i 1 .2 .4 .B .8 1 2 4 B 8 10 Time of concentration (Td, (hours) qu = 585 csm/in (where csm = cubic feet per second per square mile per year) Cell requires a direct entry Project # Sheet # 2 of 2 Page # 2 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By. Date: Project: Weibel Avenue Revised By., Date: Subject: CPv - DA2 Checked By., Date: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Knowing qu = 0.5C 0.450 0.400 .-, 0.350 0 0.300 0 o 0.250 0 0.200 v 0.150 0.100 0.050 0.000 585 , and Tc = 24 hours, find q,,/q; using the Detention Time vs. Discharge Ratios chart below T =12 hr T =24 hr 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 Unit Peak Discharge (q►.), csmlin Peak outflow discharge/peak inflow discharge, qo/q; = 0.030 Approximate detention basin routing for 24-hour rainfall, Vs/Vr = 0.683 - 1.43(go/q;) + 1.64(go/q;)2 - 0.804(go/q;)3 Vs/Vr = 0.639 24-hrQ1-yr = 1.54 Vs = CPv = (Vs/Vr)(24-hrQ1-yr)(Total Drainage Area) 12 CPv = 0.121 acre-feet = 51277 ft3 Cell requires a direct ent Project # Sheet # 1 of 2 Page # 1 of 2 Created By: S. Kitchner Date: 3/14/2022 Checked By: Date: Project: Weibel Avenue Revised By: Date: Subject: Qu - DA4 Checked By: Date: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Compute Channel Protection Storage Volume, Vs For stream channel protection, provide 24-hrs of extended detentionfor the one-year storm event. (First, determine the value of the unit peak discharge (q,) One-year Storm Event (P) = 2.24 Total Drainage Area = 0.232 acres Weighted CN for this post -development drainage area: 98 Calculated time of concentration, Tc = 0.10 Calculate the initial absraction, la = (200 / CN) -2 la = 0.04 Calculate la/P = 0.02 Determine qu based on Tc and la/P Exhibit 4 -II Unit peal discharge (qJ for NRCS (SCS) type II rainfall distribution 800 boo 500 .0 400 70 30 300 0� S0 L to 200 M a� CL ,r 100 80 60 50 .2 .4 .a .8 1 2 4 B 8 10 Time of concentration (Td, (hours) qu = 1000 csm/in (where csm = cubic feet per second per square mile per year) Cell requires a direct entry Project # Sheet # 2 of 2 Page # 2 of 2 Created By. S. Kitchner Date: 3/14/2022 Checked By. Date: Project: Weibel Avenue Revised By., Date: Subject: CPv - DA4 Checked By., Date: Computation of Preliminary Stormwater Storage Volumes and Peak Discharges (Designed for compliance with New York State Stormwater Management Design Manual) Knowing qu = 0.5C 0.450 0.400 .-, 0.350 0 0.300 0 o 0.250 0 0.200 v 0.150 0.100 0.050 1000 , and Tc = 24 hours, find q,,/q; using the Detention Time vs. Discharge Ratios chart below T =24 hr T =12 hr 0.000 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 Unit Peak Discharge (q►.), csmlin Peak outflow discharge/peak inflow discharge, qo/q; = 0.020 Approximate detention basin routing for 24-hour rainfall, Vs/Vr = 0.683 - 1.43(go/q;) + 1.64(go/q;)2 - 0.804(go/q;)3 Vs/Vr = 0.654 24-hrQl-yr = 0.73 Vs = CPv = (Vs/Vr)(24-hrQ1-yr)(Total Drainage Area) 12 CPv = 0.059 acre-feet = 21560 ft3 Cell requires a direct ent First DefenseO H� Ca pacity A Simple Solution for your Trickiest Sites Product Profile The First Defense° High Capacity is an enhanced vortex separator that combines an effective stormwater treatment chamber with an integral peak flow bypass. It efficiently removes sediment total suspended solids (TSS), trash and hydrocarbons from stormwater runoff without washing out previously captured pollutants. The First Defense° High Capacity is available in several model configurations to accommodate a wide range of pipe sizes, peak flows and depth constraints (Table 1, next page). 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International Verified by NJCAT and NJDEP Fig.1 The First Defense° High Capacity has internal components designed to efficiently capture pollutants and prevent washout at peak flows. 3 rd 5 Components 1. Inlet Grate (optional) 2. Precast chamber 3. Inlet Pipe (optional) 4. Floatables Draw Off Slot (not pictured) 5. Inlet Chute 6 �7 8 9 10 6. Internal Bypass 7. Outlet pipe 8. Oil and Floatables Storage 9. Outlet chute 10. Sediment Storage Sump The First Defense° High Capacity has internal components designed to remove and retain gross debris, total suspended solids (TSS) and hydrocarbons (Fig.1). Contaminated stormwater runoff enters the inlet chute from a surface grate and/or inlet pipe. The inlet chute introduces flow into the chamber tangentially to create a low energy vortex flow regime (magenta arrow) that directs sediment into the sump while oils, floating trash and debris rise to the surface. Treated stormwater exits through a submerged outlet chute located opposite to the direction of the rotating flow (blue arrow). Enhanced vortex separation is provided by forcing the rotating flow within the vessel to follow the longest path possible rather than directly from inlet to outlet. Higher flows bypass the treatment chamber to prevent turbulence and washout of captured pollutants. An internal bypass conveys infrequent peak flows directly to the outlet eliminating the need for, and expense of, external bypass control structures. A floatables draw off slot functions to convey floatables into the treatment chamber prior to bypass. Hydro International, 94 Hutchins Drive, Portland, ME 04102 Tel: (207) 756-6200 Fax: (207) 756-6212 Stormwater Solutions Email: stormwaterinquiry@hydro-int.com Web: www.hydro-int.com hydro-int.com/firstdefensehc First DefenseO High Capacity 1 0 Sizing & Design This adaptable online treatment system works easily with large pipes, multiple inlet pipes, inlet grates and now, contains a high capacity bypass for the conveyance of large peak flows. Designed with site flexibility in mind, the First Defense° High Capacity allows engineers to maximize available site space without compromising treatment level. 0 SIZING CALCULATOR FOR ENGINEERS This simple online tool will recommend the best separatror, model size and online/offline arrangement based on site-specific data entered by the user. Go to hydro-int.com/sizing to access the tool. Fig 2. Works with multiple inlet pipes and grates Inspection and Maintenance Nobody maintains our systems better than we do. To ensure optimal, ongoing device performance, be sure to recommend Hydro International as a preferred service and maintenance provider to your clients. Table 1. First Defense° High Capacity Design Criteria. FD-3HC 3/0.9 0.84 / 23.7 1.06 / 45.3 15/424 FD-4HC 4/1.2 1.50/42.4 1.88/50.9 18/510 F D-5 H C 5/1.5 2.34/66.2 2.94/82.1 20/566 F D-6 H C 6/1.8 3.38/95.7 4.23/133.9 32/906 FD-8HC 8/2.4 6.00/169.9 7.52/212 .91 50/11415 'Contact Hydro International when larger pipe sizes are required. 2Contact Hydro International when custom sediment storage capacity is required. 3Minimum distance for models depends on pipe diameter. Fig 3. Maintenance is done with a vactor truck 18/457 125/473 0.4/0.3 24/600 191 /723 0.7/0.5 24/600 300/1135 1.1 / .84 30/750 496/11878 1.6 / 1.2 48/1219 1120/4239 2.8/2.1 2.0-3.5/0.6-1.0 3.71 /1.13 2.3-3.9/0.7-1.2 4.97/1.5 2.5-4.5/0.7-1.3 5.19/1.5 3.0-5.1 /0.9-1.6 5.97/1.8 3.0-6.0/0.9-1.8 7.40/2.2 Hydro International, 94 Hutchins Drive, Portland, ME 04102 Stormwater Solutions Tel: (207) 756-6200 Fax: (207) 756-6212 hydro-int.com/firstdefensehc Email: stormwaterinquiry@hydro-int.com Web: www.hydro-int.com FDHCSS1703 Exhibit C — Hydrologic Model Simulations Using HydroCAD Pre Development Post Development Post Development Without Controls CB DA1 DOT1 DP1 Subcatchment #1 Existing DOT Catch Discharge oint 3 (DOT Basin #1 Catch E asin #2) CB ZCB CB CB (DA2 EX CB1 EX CB2 EX CB3 ZEXOWS Subcatchment #2 Existing Catch Basin #1 Existing Catch Basin #2 Existing Catch Basin #3 Existing Oil/Water Separator CD3 ` (IDA4) Subcatc ment #3 Subcatc ment #4 DP2 P1 Discharge Point 2 Existing Drywell Subcat Reach Aon Link Routing Diagram for Predevelopment Prepared by Stewart's Shops, Printed 3/15/2022 HydroCAD® 10.00-22 s/n 08847 @2018 HydroCAD Software Solutions LLC Weibel - Predevelopment Predevelopment Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.867 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3) 1.049 98 Paved parking, HSG A (DA1, DA2, DA3, DA4) 0.704 30 Woods, Good, HSG A (DA1, DA3) 2.620 60 TOTAL AREA Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=37.445 sf 48.02% Impervious Runoff Depth>0.25" Flow Length=158' Tc=18.6 min CN=67 Runoff=0.14 cfs 0.018 of Subcatchment DA2: Subcatchment#2 Runoff Area=19.983 sf 82.99% Impervious Runoff Depth>1.16" Flow Length=90' Tc=9.5 min CN=88 Runoff=0.84 cfs 0.044 of Subcatchment DA3: Subcatchment#3 Runoff Area=53.817 sf 15.33% Impervious Runoff Depth=0.00" Flow Length=123' Tc=16.0 min CN=43 Runoff=0.00 cfs 0.000 of Subcatchment DA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>2.01" Tc=6.0 min CN=98 Runoff=0.21 cfs 0.011 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=0.89 cfs 0.062 of Outflow=0.89 cfs 0.062 of Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond DOT1: Existing DOT Catch Basin #1 Peak Elev=244.44' Inflow=0.14 cfs 0.018 of 12.0" Round Culvert n=0.012 L=100.0' S=0.0270 T Outflow=0.14 cfs 0.018 of Pond EX CB1: Existing Catch Basin #1 Peak Elev=247.04' Inflow=0.84 cfs 0.044 of 12.0" Round Culvert n=0.012 L=128.0' S=0.0100 T Outflow=0.84 cfs 0.044 of Pond EX CB2: Existing Catch Basin #2 Peak Elev=245.76' Inflow=0.84 cfs 0.044 of 12.0" Round Culvert n=0.012 L=30.0' S=0.0100 T Outflow=0.84 cfs 0.044 of Pond EX CB3: Existing Catch Basin #3 Peak Elev=245.46' Inflow=0.84 cfs 0.044 of 12.0" Round Culvert n=0.012 L=20.0' S=0.0600 T Outflow=0.84 cfs 0.044 of Pond EX OWS: Existing Oil/Water Separator Peak Elev=244.26' Inflow=0.84 cfs 0.044 of 12.0" Round Culvert n=0.012 L=48.0' S=0.0458 T Outflow=0.84 cfs 0.044 of Pond P1: Existing Drywell Peak Elev=245.82' Storage=2 cf Inflow=0.21 cfs 0.011 of Outflow=0.21 cfs 0.011 of Total Runoff Area = 2.620 ac Runoff Volume = 0.073 of Average Runoff Depth = 0.34" 59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af, Depth> 0.25" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 181157 39 >75% Grass cover, Good, HSG A 15307 30 Woods, Good, HSG A 175981 98 Paved parking, HSG A 375445 67 Weighted Average 195464 51.98% Pervious Area 175981 48.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fas 18.6 158 Total Subcatchment DA1: Subcatchment #1 Hydrograph I I I I I I I I I I I I I I I I I I I I I 0.16 0.15 0.14 cfs 0.14 � I�� � �4N._h_rl � I I I I I I I I I I I I I I I 0.13 1- Year -Ra infa]1=2 24„ t fi fi fi , 0.12 00 00 oo L!I! 0.11 Runoff Area.37,�45 � 0.1 / 'I Auno�ff Volum'e=1.011$ of III I II II III III I II II III - L L 0.09 D tK>10.2511' I II 1 II I 1 0.08 L LI rtfirtLI- LL 0.07Flow ILen h-11-58-1--t--t- /111 I�LI--- IL - - L - - L IL - - LLI--- I --- ILLLI I I. I I I I I I I I I I I I I I I I 0.06 I I = raMin,CI I 0.05 II4LLI- 0.04 --------------- 0.03 II�rt�II��LL L -IrtL fiI 0.02 -� i 1IL 0.01 I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.05 0.04 12.50 1.65 0.08 0.07 13.00 1.73 0.10 0.03 13.50 1.79 0.11 0.03 14.00 1.84 0.13 0.02 14.50 1.88 0.14 0.02 15.00 1.91 0.15 0.02 15.50 1.94 0.16 0.02 16.00 1.97 0.16 0.01 16.50 2.00 0.17 0.01 17.00 2.02 0.18 0.01 17.50 2.04 0.19 0.01 18.00 2.06 0.19 0.01 18.50 2.08 0.20 0.01 19.00 2.10 0.21 0.01 19.50 2.12 0.21 0.01 20.00 2.13 0.22 0.01 20.50 2.15 0.22 0.01 21.00 2.16 0.23 0.01 21.50 2.17 0.23 0.01 22.00 2.19 0.24 0.01 22.50 2.20 0.24 0.01 23.00 2.21 0.25 0.01 23.50 2.23 0.25 0.01 24.00 2.24 0.25 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Depth> 1.16" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 31399 39 >75% Grass cover, Good, HSG A 165584 98 Paved parking, HSG A 195983 88 Weighted Average 35399 17.01 % Pervious Area 165584 82.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fps 0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Paved Kv= 20.3 fas 9.5 90 Total Subcatchment DA2: Subcatchment #2 Hydrograph L L 1 I -1- -1 1 L L L 1 I I L L L I El Runoff 0.9 0.84 cfs �l 0.85l l 0.8 1 lypel 0.75 ' ll 1111 Year -Rainfall lll=-2.24" III -III- -III 11 11 11 III III -III 11 11 11 III 0.7 0.65 Runoff Area"19 983 sf l 11 '1 ll 11 11 ll /V II --17 7 I I -1 7 T 7 7 7 T 7 T 7 -af rt111rt� fil 0.6 0.55 l.11--kl l l l 10 0.5 Ru-nof-f Dept h>11,16 -t 0 0.451 11 H+++I- 0.4 ' 'lolW len th�90 ��ll� 11111 l .l 1 l l l 1 1 1 1 l 1 1 1 l 1 l l 0.35 MC 1 I l l l l l � 1 1 l l 1 1 1 1 l 1 1 1 l 1 l l 0.3 L L I 1 L L � 1 L 1 1 1 L L 1 0.25 RMO '816 l l I I l l I I I I l I I I l I l I l l l 1 l l 1 1 l l 1 1 1 1 l 1 1 1 l 1 l 1 1 0.2 l l l 1 l l 1 1 l l 1 1 1 1 l 1 1 1 l 1 l 1 0.15 l l 1 1 l l l 1 l l 1 1 1 1 l l l l l 1 l 1 0.1 0.05 0 tell to 111 11 1111 full @I 111 11 willIit it @III tell 11 111 @1 @low evil 11 41 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.01 0.00 10.00 0.41 0.01 0.01 10.50 0.46 0.02 0.01 11.00 0.53 0.04 0.02 11.50 0.63 0.08 0.04 12.00 1.49 0.57 0.83 12.50 1.65 0.69 0.09 13.00 1.73 0.75 0.05 13.50 1.79 0.80 0.04 14.00 1.84 0.84 0.03 14.50 1.88 0.87 0.03 15.00 1.91 0.89 0.03 15.50 1.94 0.92 0.02 16.00 1.97 0.94 0.02 16.50 2.00 0.96 0.02 17.00 2.02 0.98 0.02 17.50 2.04 1.00 0.02 18.00 2.06 1.02 0.02 18.50 2.08 1.03 0.01 19.00 2.10 1.05 0.01 19.50 2.12 1.06 0.01 20.00 2.13 1.07 0.01 20.50 2.15 1.08 0.01 21.00 2.16 1.10 0.01 21.50 2.17 1.11 0.01 22.00 2.19 1.12 0.01 22.50 2.20 1.13 0.01 23.00 2.21 1.14 0.01 23.50 2.23 1.15 0.01 24.00 2.24 1.16 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA3: Subcatchment #3 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= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 161203 39 >75% Grass cover, Good, HSG A 295362 30 Woods, Good, HSG A 85252 98 Paved parking, HSG A 535817 43 Weighted Average 455565 84.67% Pervious Area 85252 15.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fps 0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Woodland Kv= 5.0 fas 16.0 123 Total Subcatchment DA3: Subcatchment #3 Hydrograph �Type 11124—hir I 1 1 1 Year Rainfall-IIII-2.241" Ruln off Aelea=53, 81 7 sf R1n1ff V11pme 10.000 1f I I Runoff Depth=1 0.0011" Flow LenOth=1 23 Tc=16.10 Min 4�NM-141 0.00 cfs of 111 11 111 up 11. 1..11 to oil 11 111 go 1�1 11 111 @1 111 11 to IPI 11 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 9 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.00 0.00 12.50 1.65 0.00 0.00 13.00 1.73 0.00 0.00 13.50 1.79 0.00 0.00 14.00 1.84 0.00 0.00 14.50 1.88 0.00 0.00 15.00 1.91 0.00 0.00 15.50 1.94 0.00 0.00 16.00 1.97 0.00 0.00 16.50 2.00 0.00 0.00 17.00 2.02 0.00 0.00 17.50 2.04 0.00 0.00 18.00 2.06 0.00 0.00 18.50 2.08 0.00 0.00 19.00 2.10 0.00 0.00 19.50 2.12 0.00 0.00 20.00 2.13 0.00 0.00 20.50 2.15 0.00 0.00 21.00 2.16 0.00 0.00 21.50 2.17 0.00 0.00 22.00 2.19 0.00 0.00 22.50 2.20 0.00 0.00 23.00 2.21 0.00 0.00 23.50 2.23 0.00 0.00 24.00 2.24 0.00 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af, Depth> 2.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Description 21886 98 Paved parking, HSG A 25886 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph 0.23 - rt r I -1 -T ❑ Runoff 0.22I I I 1 0.21 cfs I I I I I I I 0.2 T F - - - IP -0 0.21 1 - - - T2 -%IIS' 0.19 III�III -II 4Ye a—r— R 11# 24 17 0.18 I I I I I I I I I I I I I I I I I I I I I I I 0.17 =2 886 5f 0.16III�II } ,I 0.15 II-11LII-1 -11L �=Slo ��'C� I� - _ ]�Vo rip vpC0.1411.4 M1 'I00 �3 I I Deph 000I2. al01 uro 112 I I I I I I I I I I 0.11rt Tc:� th in0 I 1 1 000 LL 0.1 I I I F 7 T -T I -TT -1 I 0.09 I II���II��� I���III��8 0.08 - t -t t I 0.07I�I I I I I -T FIII1 7 T 0.06!! !I! !!! !I! I I I I I I I I I I I I I I I I I I I I I I 0.05 - t -t fi I I -t + t I 0.04 II - 0.03!! 0.02 --I-- -- --- - -- ----I +tI 0.01 .000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 11 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.01 0.00 3.50 0.09 0.01 0.00 4.00 0.11 0.02 0.00 4.50 0.12 0.02 0.00 5.00 0.14 0.03 0.00 5.50 0.16 0.04 0.00 6.00 0.18 0.06 0.00 6.50 0.20 0.07 0.00 7.00 0.22 0.09 0.00 7.50 0.24 0.10 0.00 8.00 0.27 0.12 0.00 8.50 0.30 0.14 0.00 9.00 0.33 0.17 0.00 9.50 0.37 0.20 0.00 10.00 0.41 0.23 0.00 10.50 0.46 0.28 0.01 11.00 0.53 0.34 0.01 11.50 0.63 0.44 0.02 12.00 1.49 1.27 0.19 12.50 1.65 1.42 0.02 13.00 1.73 1.51 0.01 13.50 1.79 1.57 0.01 14.00 1.84 1.61 0.01 14.50 1.88 1.65 0.01 15.00 1.91 1.69 0.00 15.50 1.94 1.72 0.00 16.00 1.97 1.75 0.00 16.50 2.00 1.77 0.00 17.00 2.02 1.79 0.00 17.50 2.04 1.82 0.00 18.00 2.06 1.84 0.00 18.50 2.08 1.86 0.00 19.00 2.10 1.87 0.00 19.50 2.12 1.89 0.00 20.00 2.13 1.91 0.00 20.50 2.15 1.92 0.00 21.00 2.16 1.93 0.00 21.50 2.17 1.95 0.00 22.00 2.19 1.96 0.00 22.50 2.20 1.97 0.00 23.00 2.21 1.99 0.00 23.50 2.23 2.00 0.00 24.00 2.24 2.01 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.318 ac, 60.19% Impervious, Inflow Depth > 0.57" for 1 Year event Inflow = 0.89 cfs @ 12.02 hrs, Volume= 0.062 of Outflow = 0.89 cfs @ 12.02 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 3 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 13 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.01 0.01 10.50 0.01 0.01 11.00 0.02 0.02 11.50 0.04 0.04 12.00 0.87 0.87 12.50 0.16 0.16 13.00 0.09 0.09 13.50 0.07 0.07 14.00 0.05 0.05 14.50 0.05 0.05 15.00 0.04 0.04 15.50 0.04 0.04 16.00 0.03 0.03 16.50 0.03 0.03 17.00 0.03 0.03 17.50 0.03 0.03 18.00 0.03 0.03 18.50 0.03 0.03 19.00 0.02 0.02 19.50 0.02 0.02 20.00 0.02 0.02 20.50 0.02 0.02 21.00 0.02 0.02 21.50 0.02 0.02 22.00 0.02 0.02 22.50 0.02 0.02 23.00 0.02 0.02 23.50 0.02 0.02 24.00 0.02 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP2: Discharge Point 2 Inflow Area = 1.235 ac, 15.33% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP2: Discharge Point 2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 15 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.00 0.00 13.00 0.00 0.00 13.50 0.00 0.00 14.00 0.00 0.00 14.50 0.00 0.00 15.00 0.00 0.00 15.50 0.00 0.00 16.00 0.00 0.00 16.50 0.00 0.00 17.00 0.00 0.00 17.50 0.00 0.00 18.00 0.00 0.00 18.50 0.00 0.00 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 16 Summary for Pond DOT1: Existing DOT Catch Basin #1 Inflow Area = 0.860 ac, 48.02% Impervious, Inflow Depth > 0.25" for 1 Year event Inflow = 0.14 cfs @ 12.17 hrs, Volume= 0.018 of Outflow = 0.14 cfs @ 12.17 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 12.17 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.44' @ 12.17 hrs Device Routing Invert Outlet Devices #1 Primary 244.23' 12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.23'/ 241.53' S= 0.0270 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.14 cfs @ 12.17 hrs HW=244.44' (Free Discharge) Ll =Culvert (Inlet Controls 0.14 cfs @ 1.23 fps) Pond DOT1: Existing DOT Catch Basin #1 Hydrograph I I I I I I I I I I 0.16 Trt 0.14 cfs 0.15 I111nf'fow IIAreOm$6I 0.14 I I 4411 410.13//Pe,ai E]e,v�2II. 0.12 ZZ Z- 0.11 0.11 R,olund1 Clufv 1 10.1 'II i� o�e 0.09 0.08 z 0 1 =J1 ooml(yl-1 -L L -1- -1 LL 0.07 0.06 Z 0.05 11�I 0.04 0.03 I I I I I I I I I I I 0.02 0.01 Time (hours) �1 I III I I �I I IIIA I I IIIA I I I I 1 I L 1 I -1 I L 1 I 1 I I 111 rt F I T 11 1 ii 11 -1 F -- L 1 -1 1 1 1 I Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 17 Hydrograph for Pond DOT1: Existing DOT Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.23 0.00 0.50 0.00 244.23 0.00 1.00 0.00 244.23 0.00 1.50 0.00 244.23 0.00 2.00 0.00 244.23 0.00 2.50 0.00 244.23 0.00 3.00 0.00 244.23 0.00 3.50 0.00 244.23 0.00 4.00 0.00 244.23 0.00 4.50 0.00 244.23 0.00 5.00 0.00 244.23 0.00 5.50 0.00 244.23 0.00 6.00 0.00 244.23 0.00 6.50 0.00 244.23 0.00 7.00 0.00 244.23 0.00 7.50 0.00 244.23 0.00 8.00 0.00 244.23 0.00 8.50 0.00 244.23 0.00 9.00 0.00 244.23 0.00 9.50 0.00 244.23 0.00 10.00 0.00 244.23 0.00 10.50 0.00 244.23 0.00 11.00 0.00 244.23 0.00 11.50 0.00 244.23 0.00 12.00 0.04 244.33 0.04 12.50 0.07 244.37 0.07 13.00 0.03 244.33 0.03 13.50 0.03 244.32 0.03 14.00 0.02 244.31 0.02 14.50 0.02 244.30 0.02 15.00 0.02 244.30 0.02 15.50 0.02 244.30 0.02 16.00 0.01 244.29 0.01 16.50 0.01 244.29 0.01 17.00 0.01 244.29 0.01 17.50 0.01 244.29 0.01 18.00 0.01 244.29 0.01 18.50 0.01 244.29 0.01 19.00 0.01 244.28 0.01 19.50 0.01 244.28 0.01 20.00 0.01 244.28 0.01 20.50 0.01 244.28 0.01 21.00 0.01 244.28 0.01 21.50 0.01 244.28 0.01 22.00 0.01 244.28 0.01 22.50 0.01 244.28 0.01 23.00 0.01 244.28 0.01 23.50 0.01 244.28 0.01 24.00 0.01 244.28 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond EX CB1: Existing Catch Basin #1 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.04' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 246.51' 12.0" Round Culvert L= 128.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 246.51'/245.23' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=247.04' (Free Discharge) Ll =Culvert (Inlet Controls 0.84 cfs @ 1.96 fps) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 y 0.55 0.5 0 0.45 U- 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Pond EX CB1: Existing Catch Basin #1 Hydrograph L LI - - - 'I I I I I I I I I I + 0.84 cfs IInflow-L+ Mare =OA I I I I I I I I I I I P6ak E1evT247ll.84 1-20`I I I I I I I I ,'I ■ 1- I I I I I I I I � I &CU IV1 I I I I Roun I I I 0ft �� 0�aiI I I I I I I n= 4- I I I I I I I I I I I + ++++ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -I- Inflow ❑ Primary L L I L L L L I -I - I I I I I I I I -4k ---d + + + + + + I + +I- -I+! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 19 Hydrograph for Pond EX CB1: Existing Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 246.51 0.00 0.50 0.00 246.51 0.00 1.00 0.00 246.51 0.00 1.50 0.00 246.51 0.00 2.00 0.00 246.51 0.00 2.50 0.00 246.51 0.00 3.00 0.00 246.51 0.00 3.50 0.00 246.51 0.00 4.00 0.00 246.51 0.00 4.50 0.00 246.51 0.00 5.00 0.00 246.51 0.00 5.50 0.00 246.51 0.00 6.00 0.00 246.51 0.00 6.50 0.00 246.51 0.00 7.00 0.00 246.51 0.00 7.50 0.00 246.51 0.00 8.00 0.00 246.51 0.00 8.50 0.00 246.52 0.00 9.00 0.00 246.53 0.00 9.50 0.00 246.54 0.00 10.00 0.01 246.55 0.01 10.50 0.01 246.56 0.01 11.00 0.02 246.58 0.02 11.50 0.04 246.61 0.04 12.00 0.83 247.04 0.83 12.50 0.09 246.68 0.09 13.00 0.05 246.64 0.05 13.50 0.04 246.62 0.04 14.00 0.03 246.61 0.03 14.50 0.03 246.60 0.03 15.00 0.03 246.60 0.03 15.50 0.02 246.59 0.02 16.00 0.02 246.59 0.02 16.50 0.02 246.58 0.02 17.00 0.02 246.58 0.02 17.50 0.02 246.58 0.02 18.00 0.02 246.58 0.02 18.50 0.01 246.57 0.01 19.00 0.01 246.57 0.01 19.50 0.01 246.57 0.01 20.00 0.01 246.57 0.01 20.50 0.01 246.57 0.01 21.00 0.01 246.56 0.01 21.50 0.01 246.56 0.01 22.00 0.01 246.56 0.01 22.50 0.01 246.56 0.01 23.00 0.01 246.56 0.01 23.50 0.01 246.56 0.01 24.00 0.01 246.56 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 20 Summary for Pond EX CB2: Existing Catch Basin #2 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.76' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 245.23' 12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.23'/244.93' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=245.76' (Free Discharge) Ll =Culvert (Inlet Controls 0.84 cfs @ 1.96 fps) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 y 0.55 0.5 0 0.45 U- 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Pond EX CB2: Existing Catch Basin #2 Hydrograph L LI - - - 'I I I I I I I I I I + 0.84 cfs IInflow-L+ Mare =OA I I I I I I I I I I I P6ak -ElevT2451.16'- I I I I I I I Is 0`17 I I I I I I 1-RI l 4- I d-Clu I I I oun I I ,�I I I I I I I I I I I I I L-13 W -OI I --d I I I I I I I I I I + +++ I I I I I I I I I I I +++++++ I I I I I I I I I I I I I I I I I I + + + + + I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 21 Hydrograph for Pond EX CB2: Existing Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.23 0.00 0.50 0.00 245.23 0.00 1.00 0.00 245.23 0.00 1.50 0.00 245.23 0.00 2.00 0.00 245.23 0.00 2.50 0.00 245.23 0.00 3.00 0.00 245.23 0.00 3.50 0.00 245.23 0.00 4.00 0.00 245.23 0.00 4.50 0.00 245.23 0.00 5.00 0.00 245.23 0.00 5.50 0.00 245.23 0.00 6.00 0.00 245.23 0.00 6.50 0.00 245.23 0.00 7.00 0.00 245.23 0.00 7.50 0.00 245.23 0.00 8.00 0.00 245.23 0.00 8.50 0.00 245.24 0.00 9.00 0.00 245.25 0.00 9.50 0.00 245.26 0.00 10.00 0.01 245.27 0.01 10.50 0.01 245.28 0.01 11.00 0.02 245.30 0.02 11.50 0.04 245.33 0.04 12.00 0.83 245.76 0.83 12.50 0.09 245.40 0.09 13.00 0.05 245.36 0.05 13.50 0.04 245.34 0.04 14.00 0.03 245.33 0.03 14.50 0.03 245.32 0.03 15.00 0.03 245.32 0.03 15.50 0.02 245.31 0.02 16.00 0.02 245.31 0.02 16.50 0.02 245.30 0.02 17.00 0.02 245.30 0.02 17.50 0.02 245.30 0.02 18.00 0.02 245.30 0.02 18.50 0.01 245.29 0.01 19.00 0.01 245.29 0.01 19.50 0.01 245.29 0.01 20.00 0.01 245.29 0.01 20.50 0.01 245.29 0.01 21.00 0.01 245.28 0.01 21.50 0.01 245.28 0.01 22.00 0.01 245.28 0.01 22.50 0.01 245.28 0.01 23.00 0.01 245.28 0.01 23.50 0.01 245.28 0.01 24.00 0.01 245.28 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 22 Summary for Pond EX CB3: Existing Catch Basin #3 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.46' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 244.93' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.93'/ 243.73' S= 0.0600 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=245.46' (Free Discharge) Ll =Culvert (Inlet Controls 0.84 cfs @ 1.96 fps) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 y 0.55 0.5 0 0.45 U- 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Pond EX CB3: Existing Catch Basin #3 Hydrograph I I I I I I I I I I I I I I + + 0.84 cfs InCo�nr IA-ro,_,.4I I I I I I I I I I I I P6ak -ElevT245.46 I I I I I I I I ,'I ■ I I I I I I I I I � I I I I I I oun-dClulvprt ++ I I I I I I I ■aiI�++++ I I I I I I I I I I I + j+++++ I- I I I I I I I I I I I -l0 ■ �6� � ♦�F I I I I I I I I I I I I I I I +++++++ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - L I J L -J L Inflow ❑ Primary I I I I I I I I -4k-� + + + + I + + - + + + + I + + +I- -I+! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 23 Hydrograph for Pond EX CB3: Existing Catch Basin #3 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.93 0.00 0.50 0.00 244.93 0.00 1.00 0.00 244.93 0.00 1.50 0.00 244.93 0.00 2.00 0.00 244.93 0.00 2.50 0.00 244.93 0.00 3.00 0.00 244.93 0.00 3.50 0.00 244.93 0.00 4.00 0.00 244.93 0.00 4.50 0.00 244.93 0.00 5.00 0.00 244.93 0.00 5.50 0.00 244.93 0.00 6.00 0.00 244.93 0.00 6.50 0.00 244.93 0.00 7.00 0.00 244.93 0.00 7.50 0.00 244.93 0.00 8.00 0.00 244.93 0.00 8.50 0.00 244.94 0.00 9.00 0.00 244.95 0.00 9.50 0.00 244.96 0.00 10.00 0.01 244.97 0.01 10.50 0.01 244.98 0.01 11.00 0.02 245.00 0.02 11.50 0.04 245.03 0.04 12.00 0.83 245.46 0.83 12.50 0.09 245.10 0.09 13.00 0.05 245.06 0.05 13.50 0.04 245.04 0.04 14.00 0.03 245.03 0.03 14.50 0.03 245.02 0.03 15.00 0.03 245.02 0.03 15.50 0.02 245.01 0.02 16.00 0.02 245.01 0.02 16.50 0.02 245.00 0.02 17.00 0.02 245.00 0.02 17.50 0.02 245.00 0.02 18.00 0.02 245.00 0.02 18.50 0.01 244.99 0.01 19.00 0.01 244.99 0.01 19.50 0.01 244.99 0.01 20.00 0.01 244.99 0.01 20.50 0.01 244.99 0.01 21.00 0.01 244.98 0.01 21.50 0.01 244.98 0.01 22.00 0.01 244.98 0.01 22.50 0.01 244.98 0.01 23.00 0.01 244.98 0.01 23.50 0.01 244.98 0.01 24.00 0.01 244.98 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 24 Summary for Pond EX OWS: Existing Oil/Water Separator Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 1.16" for 1 Year event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 12.01 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.01 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.26' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 243.73' 12.0" Round Culvert L= 48.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 243.73'/ 241.53' S= 0.0458 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=244.26' (Free Discharge) Ll =Culvert (Inlet Controls 0.84 cfs @ 1.96 fps) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 y 0.55 0.5 0 0.45 U- 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Pond EX OWS: Existing Oil/Water Separator Hydrograph L LI - - - 'I I I I I I I I I I + 0.84 cfs IInflow-L+ Mare =OA I I I I I I I I I I I P6ak E1evT2 11026'_ 1-2 I I I I I I I 1-R ,'I ■ I � I I I I I I Ioun I I I V10ft I I I I I Io/ n=0 �aiIoo 2 1 ++++ I I I I I I I I I I I + j+++++ �I L =-��I I I I I I I I I I I _Ip.045 1� j'/'-- 1 -kI I I I I I I I I I I I 4- - - I --- I - - 4 - - -I- - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Inflow ❑ Primary L L I L L L L I -I - I I I I I I I I + + + + + + I + -4k-� + + + + + + I + +I- - I+! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 25 Hydrograph for Pond EX OWS: Existing Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 243.73 0.00 0.50 0.00 243.73 0.00 1.00 0.00 243.73 0.00 1.50 0.00 243.73 0.00 2.00 0.00 243.73 0.00 2.50 0.00 243.73 0.00 3.00 0.00 243.73 0.00 3.50 0.00 243.73 0.00 4.00 0.00 243.73 0.00 4.50 0.00 243.73 0.00 5.00 0.00 243.73 0.00 5.50 0.00 243.73 0.00 6.00 0.00 243.73 0.00 6.50 0.00 243.73 0.00 7.00 0.00 243.73 0.00 7.50 0.00 243.73 0.00 8.00 0.00 243.73 0.00 8.50 0.00 243.74 0.00 9.00 0.00 243.75 0.00 9.50 0.00 243.76 0.00 10.00 0.01 243.77 0.01 10.50 0.01 243.78 0.01 11.00 0.02 243.80 0.02 11.50 0.04 243.83 0.04 12.00 0.83 244.26 0.83 12.50 0.09 243.90 0.09 13.00 0.05 243.86 0.05 13.50 0.04 243.84 0.04 14.00 0.03 243.83 0.03 14.50 0.03 243.82 0.03 15.00 0.03 243.82 0.03 15.50 0.02 243.81 0.02 16.00 0.02 243.81 0.02 16.50 0.02 243.80 0.02 17.00 0.02 243.80 0.02 17.50 0.02 243.80 0.02 18.00 0.02 243.80 0.02 18.50 0.01 243.79 0.01 19.00 0.01 243.79 0.01 19.50 0.01 243.79 0.01 20.00 0.01 243.79 0.01 20.50 0.01 243.79 0.01 21.00 0.01 243.78 0.01 21.50 0.01 243.78 0.01 22.00 0.01 243.78 0.01 22.50 0.01 243.78 0.01 23.00 0.01 243.78 0.01 23.50 0.01 243.78 0.01 24.00 0.01 243.78 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 26 Summary for Pond P1: Existing Drywell Inflow Area = 0.066 ac, 100.00% Impervious, Inflow Depth > 2.01 " for 1 Year event Inflow = 0.21 cfs @ 11.97 hrs, Volume= 0.011 of Outflow = 0.21 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.1 min Discarded = 0.21 cfs @ 11.97 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.82' @ 11.97 hrs Surf.Area= 173 sf Storage= 2 cf Plug -Flow detention time= 0.1 min calculated for 0.011 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 760.2 - 760.1 ) Volume Invert Avail.Storage Storage Description #1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc) 808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids #2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside #1 #4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc) 354 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 245.80 173 46.6 0 0 173 250.47 173 46.6 808 808 391 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 246.47 50 12.6 0 0 50 247.14 50 12.6 33 33 58 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 247.14 3 6.3 0 0 3 250.47 3 6.3 10 10 24 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 250.47 3 6.3 0 0 3 251.90 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=0.54 cfs @ 11.97 hrs HW=245.82' (Free Discharge) L1=Exfiltration (Controls 0.54 cfs) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 27 Pond P1: Existing Drywell Hydrograph +II+� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Inflow 0.23 � � I I! II! II! I I! I!! I! ! I! , �'I I I I I I I I I I I I I I I I I I I I Discarded ap Infli 0.22 + + +- 0.21 cfs ��- 0.21,I IOwlr"� - 0.2IIL LIL LI- L L 'I I I I I I I I I I I I I 0.19 , - P-OakI E I'm%=245-.82 1 T + + - T 0.18 I!I!I!I !! I! ! I! ! I! to0.17 I++I+II+I+ ++I+ _Mge=2 -cf 0.16 III � -I 0.15 I L I I L I I L I I L L I L L I L -L I L L I I I I I I I I I I I I I I I I I I I I I 0.14 ITIITIITII TITLITTITL 4T 0.13 U �- 0.12 0 0.11 ,I LL 0.1 I I I I I I I I I I I I I I I I I I I I I 0.09 -�fiI��ITfiIrt� 0.08 -- �I I I I I I I I I I I I I I I I I I I I I I 0.07 I4++III4I4L 0.06 ,I II II + 0.05L + I I -1 L -I- L L -1- L L -I- L L 0.04 TTII firt fiT� 0.03 II!I I! ! I! 0.02 , 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 28 Hydrograph for Pond P1: Existing Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 245.80 0.00 0.50 0.00 0 245.80 0.00 1.00 0.00 0 245.80 0.00 1.50 0.00 0 245.80 0.00 2.00 0.00 0 245.80 0.00 2.50 0.00 0 245.80 0.00 3.00 0.00 0 245.80 0.00 3.50 0.00 0 245.80 0.00 4.00 0.00 0 245.80 0.00 4.50 0.00 0 245.80 0.00 5.00 0.00 0 245.80 0.00 5.50 0.00 0 245.80 0.00 6.00 0.00 0 245.80 0.00 6.50 0.00 0 245.80 0.00 7.00 0.00 0 245.80 0.00 7.50 0.00 0 245.80 0.00 8.00 0.00 0 245.80 0.00 8.50 0.00 0 245.80 0.00 9.00 0.00 0 245.80 0.00 9.50 0.00 0 245.80 0.00 10.00 0.00 0 245.80 0.00 10.50 0.01 0 245.80 0.01 11.00 0.01 0 245.80 0.01 11.50 0.02 0 245.80 0.02 12.00 0.19 1 245.82 0.19 12.50 0.02 0 245.80 0.02 13.00 0.01 0 245.80 0.01 13.50 0.01 0 245.80 0.01 14.00 0.01 0 245.80 0.01 14.50 0.01 0 245.80 0.01 15.00 0.00 0 245.80 0.00 15.50 0.00 0 245.80 0.00 16.00 0.00 0 245.80 0.00 16.50 0.00 0 245.80 0.00 17.00 0.00 0 245.80 0.00 17.50 0.00 0 245.80 0.00 18.00 0.00 0 245.80 0.00 18.50 0.00 0 245.80 0.00 19.00 0.00 0 245.80 0.00 19.50 0.00 0 245.80 0.00 20.00 0.00 0 245.80 0.00 20.50 0.00 0 245.80 0.00 21.00 0.00 0 245.80 0.00 21.50 0.00 0 245.80 0.00 22.00 0.00 0 245.80 0.00 22.50 0.00 0 245.80 0.00 23.00 0.00 0 245.80 0.00 23.50 0.00 0 245.80 0.00 24.00 0.00 0 245.80 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 29 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=37.445 sf 48.02% Impervious Runoff Depth>1.00" Flow Length=158' Tc=18.6 min CN=67 Runoff=0.91 cfs 0.072 of Subcatchment DA2: Subcatchment#2 Runoff Area=19.983 sf 82.99% Impervious Runoff Depth>2.51" Flow Length=90' Tc=9.5 min CN=88 Runoff=1.77 cfs 0.096 of Subcatchment DA3: Subcatchment#3 Runoff Area=53.817 sf 15.33% Impervious Runoff Depth>0.09" Flow Length=123' Tc=16.0 min CN=43 Runoff=0.01 cfs 0.009 of Subcatchment DA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>3.53" Tc=6.0 min CN=98 Runoff=0.35 cfs 0.020 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=2.38 cfs 0.168 of Outflow=2.38 cfs 0.168 of Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.009 of Outflow=0.01 cfs 0.009 of Pond DOT1: Existing DOT Catch Basin #1 Peak Elev=244.79' Inflow=0.91 cfs 0.072 of 12.0" Round Culvert n=0.012 L=100.0' S=0.0270 T Outflow=0.91 cfs 0.072 of Pond EX CB1: Existing Catch Basin #1 Peak Elev=247.36' Inflow=1.77 cfs 0.096 of 12.0" Round Culvert n=0.012 L=128.0' S=0.0100 T Outflow=1.77 cfs 0.096 of Pond EX CB2: Existing Catch Basin #2 Peak Elev=246.08' Inflow=1.77 cfs 0.096 of 12.0" Round Culvert n=0.012 L=30.0' S=0.0100 T Outflow=1.77 cfs 0.096 of Pond EX CB3: Existing Catch Basin #3 Peak Elev=245.78' Inflow=1.77 cfs 0.096 of 12.0" Round Culvert n=0.012 L=20.0' S=0.0600 T Outflow=1.77 cfs 0.096 of Pond EX OWS: Existing Oil/Water Separator Peak Elev=244.58' Inflow=1.77 cfs 0.096 of 12.0" Round Culvert n=0.012 L=48.0' S=0.0458 T Outflow=1.77 cfs 0.096 of Pond P1: Existing Drywell Peak Elev=245.84' Storage=3 cf Inflow=0.35 cfs 0.020 of Outflow=0.35 cfs 0.020 of Total Runoff Area = 2.620 ac Runoff Volume = 0.196 of Average Runoff Depth = 0.90" 59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af, Depth> 1.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 181157 39 >75% Grass cover, Good, HSG A 15307 30 Woods, Good, HSG A 175981 98 Paved parking, HSG A 375445 67 Weighted Average 195464 51.98% Pervious Area 175981 48.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fas 18.6 158 Total Subcatchment DA1: Subcatchment #1 Hydrograph 0.91 cfs Type II �4hr1 1 Fizz,I I I I I I I 1110 Year Rai nfa'I 1=3.77" Runoff Arda=37 445 sf Runoff VOIUMP=0.012', of Runoff Depth>1.007 Flow Leln9 tft=1158 Tc=l 0.6, m', i n 4N161�/ k1iI I I , I I I I Ill Ill I 1�11 1111 11111 11 F -y -T -VIN 1 11 ill 11111 11 ill Time (hours) 15 16 17 18 19 20 21 22 23 24 ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 31 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.00 12.00 2.50 0.36 0.53 12.50 2.77 0.48 0.27 13.00 2.91 0.54 0.12 13.50 3.01 0.59 0.09 14.00 3.09 0.63 0.07 14.50 3.16 0.67 0.06 15.00 3.22 0.70 0.05 15.50 3.27 0.72 0.05 16.00 3.32 0.75 0.04 16.50 3.36 0.77 0.04 17.00 3.40 0.79 0.04 17.50 3.44 0.81 0.04 18.00 3.47 0.83 0.03 18.50 3.50 0.85 0.03 19.00 3.54 0.87 0.03 19.50 3.56 0.89 0.03 20.00 3.59 0.90 0.03 20.50 3.61 0.91 0.02 21.00 3.64 0.93 0.02 21.50 3.66 0.94 0.02 22.00 3.68 0.95 0.02 22.50 3.71 0.97 0.02 23.00 3.73 0.98 0.02 23.50 3.75 0.99 0.02 24.00 3.77 1.01 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Depth> 2.51" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 31399 39 >75% Grass cover, Good, HSG A 165584 98 Paved parking, HSG A 195983 88 Weighted Average 35399 17.01 % Pervious Area 165584 82.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fps 0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Paved Kv= 20.3 fas 9.5 90 Total Subcatchment DA2: Subcatchment #2 15 16 17 18 19 20 21 22 23 24 ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 33 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.01 0.00 7.50 0.41 0.01 0.01 8.00 0.45 0.02 0.01 8.50 0.50 0.03 0.01 9.00 0.55 0.05 0.02 9.50 0.61 0.07 0.02 10.00 0.68 0.09 0.03 10.50 0.77 0.13 0.04 11.00 0.89 0.19 0.06 11.50 1.07 0.29 0.11 12.00 2.50 1.38 1.76 12.50 2.77 1.62 0.18 13.00 2.91 1.74 0.11 13.50 3.01 1.83 0.08 14.00 3.09 1.90 0.06 14.50 3.16 1.96 0.05 15.00 3.22 2.01 0.05 15.50 3.27 2.06 0.04 16.00 3.32 2.10 0.04 16.50 3.36 2.14 0.03 17.00 3.40 2.18 0.03 17.50 3.44 2.21 0.03 18.00 3.47 2.24 0.03 18.50 3.50 2.27 0.03 19.00 3.54 2.30 0.03 19.50 3.56 2.33 0.02 20.00 3.59 2.35 0.02 20.50 3.61 2.37 0.02 21.00 3.64 2.39 0.02 21.50 3.66 2.42 0.02 22.00 3.68 2.44 0.02 22.50 3.71 2.46 0.02 23.00 3.73 2.48 0.02 23.50 3.75 2.50 0.02 24.00 3.77 2.52 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.01 cfs @ 13.67 hrs, Volume= 0.009 af, Depth> 0.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 161203 39 >75% Grass cover, Good, HSG A 295362 30 Woods, Good, HSG A 85252 98 Paved parking, HSG A 535817 43 Weighted Average 455565 84.67% Pervious Area 85252 15.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fps 0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Woodland Kv= 5.0 fas 16.0 123 Total 0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 N 0.007 0.007 0.006 o 0.006 FL 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 0 Subcatchment DA3: Subcatchment #3 Hydrograph _L 0. 1' 10 Yt -a r R amm rda 1 3, 77 Run off Area-53, &I T 4�f 1 I un 11 vo umq =0.000-a' - ------------------------------ - -- Runoaff DeptK>9.0911' -III - -III 1--- Wt6noth=123 r1TT C=0(inllII �4i1 1ii1 L L L L I L I L L I L L ❑ Runoff 01 cfs -1 - - _L - - 'L - -1 - - - I- - _L - - L - - L L I L I! L L L I L L L I I L L - IT IT IIII �I �I I� I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 35 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.00 12.00 2.50 0.00 0.00 12.50 2.77 0.00 0.00 13.00 2.91 0.00 0.01 13.50 3.01 0.01 0.01 14.00 3.09 0.01 0.01 14.50 3.16 0.02 0.01 15.00 3.22 0.02 0.01 15.50 3.27 0.03 0.01 16.00 3.32 0.03 0.01 16.50 3.36 0.04 0.01 17.00 3.40 0.04 0.01 17.50 3.44 0.04 0.01 18.00 3.47 0.05 0.01 18.50 3.50 0.05 0.01 19.00 3.54 0.06 0.01 19.50 3.56 0.06 0.01 20.00 3.59 0.06 0.01 20.50 3.61 0.07 0.01 21.00 3.64 0.07 0.01 21.50 3.66 0.07 0.01 22.00 3.68 0.07 0.01 22.50 3.71 0.08 0.01 23.00 3.73 0.08 0.01 23.50 3.75 0.08 0.01 24.00 3.77 0.09 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af, Depth> 3.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Description 21886 98 Paved parking, HSG A 25886 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph ❑ Runoff 0.38 0.35 cfs �I 0.36! I! !�! !! AF I --- I --- Iy11 �2=hr 0.32 --,--10-iYe�ar-Rainfall---,3-77" ZI I 0.3 - - -Airea=-121886-sf 0.28 ����L I���I� ��I 'Runoff 0.26 � un Q 1 1=�o. 1 m0.24 � -piI f .-. � I I I I � � � I I � I 0.22 �000 RanoIIDe pth 0.2 0.18 TO=�16.0 IM in- LL 0.16- 0.14 0.12 0.1 TTIITTTTIITTTI 0.08 TTTII I I I I I I I I I I I T S I 0.06 �IT�ITI 0.04 0.02 0W14/4. .11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 37 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.01 0.00 2.50 0.11 0.02 0.00 3.00 0.13 0.03 0.00 3.50 0.16 0.04 0.00 4.00 0.18 0.06 0.00 4.50 0.21 0.08 0.00 5.00 0.24 0.10 0.00 5.50 0.27 0.12 0.00 6.00 0.30 0.15 0.00 6.50 0.34 0.17 0.00 7.00 0.37 0.21 0.00 7.50 0.41 0.24 0.00 8.00 0.45 0.28 0.00 8.50 0.50 0.32 0.01 9.00 0.55 0.37 0.01 9.50 0.61 0.42 0.01 10.00 0.68 0.49 0.01 10.50 0.77 0.57 0.01 11.00 0.89 0.68 0.02 11.50 1.07 0.86 0.03 12.00 2.50 2.27 0.32 12.50 2.77 2.54 0.03 13.00 2.91 2.68 0.02 13.50 3.01 2.78 0.01 14.00 3.09 2.86 0.01 14.50 3.16 2.93 0.01 15.00 3.22 2.99 0.01 15.50 3.27 3.04 0.01 16.00 3.32 3.08 0.01 16.50 3.36 3.13 0.01 17.00 3.40 3.17 0.01 17.50 3.44 3.20 0.00 18.00 3.47 3.24 0.00 18.50 3.50 3.27 0.00 19.00 3.54 3.30 0.00 19.50 3.56 3.33 0.00 20.00 3.59 3.36 0.00 20.50 3.61 3.38 0.00 21.00 3.64 3.40 0.00 21.50 3.66 3.43 0.00 22.00 3.68 3.45 0.00 22.50 3.71 3.47 0.00 23.00 3.73 3.49 0.00 23.50 3.75 3.51 0.00 24.00 3.77 3.54 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 38 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.318 ac, 60.19% Impervious, Inflow Depth > 1.52" for 10 Year event Inflow = 2.38 cfs @ 12.03 hrs, Volume= 0.168 of Outflow = 2.38 cfs @ 12.03 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs U 3 0 LL FA 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 39 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.01 0.01 8.00 0.01 0.01 8.50 0.01 0.01 9.00 0.02 0.02 9.50 0.02 0.02 10.00 0.03 0.03 10.50 0.04 0.04 11.00 0.06 0.06 11.50 0.11 0.11 12.00 2.29 2.29 12.50 0.45 0.45 13.00 0.22 0.22 13.50 0.17 0.17 14.00 0.13 0.13 14.50 0.11 0.11 15.00 0.10 0.10 15.50 0.09 0.09 16.00 0.08 0.08 16.50 0.07 0.07 17.00 0.07 0.07 17.50 0.07 0.07 18.00 0.06 0.06 18.50 0.06 0.06 19.00 0.06 0.06 19.50 0.05 0.05 20.00 0.05 0.05 20.50 0.04 0.04 21.00 0.04 0.04 21.50 0.04 0.04 22.00 0.04 0.04 22.50 0.04 0.04 23.00 0.04 0.04 23.50 0.04 0.04 24.00 0.04 0.04 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 40 Summary for Reach DP2: Discharge Point 2 Inflow Area = 1.235 ac, 15.33% Impervious, Inflow Depth > 0.09" for 10 Year event Inflow = 0.01 cfs @ 13.67 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 13.67 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.012 0.011 0.01 0.009 0.008 0.007 o 0.006 0.005 0.004 0.003 0.002 0.001 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 41 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.00 0.00 13.00 0.01 0.01 13.50 0.01 0.01 14.00 0.01 0.01 14.50 0.01 0.01 15.00 0.01 0.01 15.50 0.01 0.01 16.00 0.01 0.01 16.50 0.01 0.01 17.00 0.01 0.01 17.50 0.01 0.01 18.00 0.01 0.01 18.50 0.01 0.01 19.00 0.01 0.01 19.50 0.01 0.01 20.00 0.01 0.01 20.50 0.01 0.01 21.00 0.01 0.01 21.50 0.01 0.01 22.00 0.01 0.01 22.50 0.01 0.01 23.00 0.01 0.01 23.50 0.01 0.01 24.00 0.01 0.01 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 42 Summary for Pond DOT1: Existing DOT Catch Basin #1 Inflow Area = 0.860 ac, 48.02% Impervious, Inflow Depth > 1.00" for 10 Year event Inflow = 0.91 cfs @ 12.13 hrs, Volume= 0.072 of Outflow = 0.91 cfs @ 12.13 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.13 hrs, Volume= 0.072 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.79' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.23' 12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.23'/ 241.53' S= 0.0270 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.91 cfs @ 12.13 hrs HW=244.79' (Free Discharge) Ll =Culvert (Inlet Controls 0.91 cfs @ 2.01 fps) U 3 0 LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond DOT1: Existing DOT Catch Basin #1 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 43 Hydrograph for Pond DOT1: Existing DOT Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.23 0.00 0.50 0.00 244.23 0.00 1.00 0.00 244.23 0.00 1.50 0.00 244.23 0.00 2.00 0.00 244.23 0.00 2.50 0.00 244.23 0.00 3.00 0.00 244.23 0.00 3.50 0.00 244.23 0.00 4.00 0.00 244.23 0.00 4.50 0.00 244.23 0.00 5.00 0.00 244.23 0.00 5.50 0.00 244.23 0.00 6.00 0.00 244.23 0.00 6.50 0.00 244.23 0.00 7.00 0.00 244.23 0.00 7.50 0.00 244.23 0.00 8.00 0.00 244.23 0.00 8.50 0.00 244.23 0.00 9.00 0.00 244.23 0.00 9.50 0.00 244.23 0.00 10.00 0.00 244.23 0.00 10.50 0.00 244.23 0.00 11.00 0.00 244.23 0.00 11.50 0.00 244.24 0.00 12.00 0.53 244.64 0.53 12.50 0.27 244.52 0.27 13.00 0.12 244.42 0.12 13.50 0.09 244.39 0.09 14.00 0.07 244.37 0.07 14.50 0.06 244.36 0.06 15.00 0.05 244.36 0.05 15.50 0.05 244.35 0.05 16.00 0.04 244.34 0.04 16.50 0.04 244.34 0.04 17.00 0.04 244.33 0.04 17.50 0.04 244.33 0.04 18.00 0.03 244.33 0.03 18.50 0.03 244.33 0.03 19.00 0.03 244.32 0.03 19.50 0.03 244.32 0.03 20.00 0.03 244.32 0.03 20.50 0.02 244.31 0.02 21.00 0.02 244.31 0.02 21.50 0.02 244.31 0.02 22.00 0.02 244.31 0.02 22.50 0.02 244.31 0.02 23.00 0.02 244.31 0.02 23.50 0.02 244.31 0.02 24.00 0.02 244.31 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 44 Summary for Pond EX CB1: Existing Catch Basin #1 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51 " for 10 Year event Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.36' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 246.51' 12.0" Round Culvert L= 128.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 246.51'/245.23' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=247.36' (Free Discharge) Ll =Culvert (Inlet Controls 1.77 cfs @ 2.48 fps) � 1 0 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB1: Existing Catch Basin #1 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 45 Hydrograph for Pond EX CB1: Existing Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 246.51 0.00 0.50 0.00 246.51 0.00 1.00 0.00 246.51 0.00 1.50 0.00 246.51 0.00 2.00 0.00 246.51 0.00 2.50 0.00 246.51 0.00 3.00 0.00 246.51 0.00 3.50 0.00 246.51 0.00 4.00 0.00 246.51 0.00 4.50 0.00 246.51 0.00 5.00 0.00 246.51 0.00 5.50 0.00 246.51 0.00 6.00 0.00 246.52 0.00 6.50 0.00 246.54 0.00 7.00 0.00 246.54 0.00 7.50 0.01 246.55 0.01 8.00 0.01 246.56 0.01 8.50 0.01 246.57 0.01 9.00 0.02 246.58 0.02 9.50 0.02 246.58 0.02 10.00 0.03 246.60 0.03 10.50 0.04 246.61 0.04 11.00 0.06 246.64 0.06 11.50 0.11 246.69 0.11 12.00 1.76 247.36 1.76 12.50 0.18 246.74 0.18 13.00 0.11 246.69 0.11 13.50 0.08 246.66 0.08 14.00 0.06 246.64 0.06 14.50 0.05 246.64 0.05 15.00 0.05 246.63 0.05 15.50 0.04 246.62 0.04 16.00 0.04 246.61 0.04 16.50 0.03 246.61 0.03 17.00 0.03 246.61 0.03 17.50 0.03 246.60 0.03 18.00 0.03 246.60 0.03 18.50 0.03 246.60 0.03 19.00 0.03 246.59 0.03 19.50 0.02 246.59 0.02 20.00 0.02 246.59 0.02 20.50 0.02 246.59 0.02 21.00 0.02 246.59 0.02 21.50 0.02 246.58 0.02 22.00 0.02 246.58 0.02 22.50 0.02 246.58 0.02 23.00 0.02 246.58 0.02 23.50 0.02 246.58 0.02 24.00 0.02 246.58 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 46 Summary for Pond EX CB2: Existing Catch Basin #2 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51 " for 10 Year event Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.08' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 245.23' 12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.23'/244.93' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=246.08' (Free Discharge) Ll =Culvert (Inlet Controls 1.77 cfs @ 2.48 fps) � 1 0 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB2: Existing Catch Basin #2 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 47 Hydrograph for Pond EX CB2: Existing Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.23 0.00 0.50 0.00 245.23 0.00 1.00 0.00 245.23 0.00 1.50 0.00 245.23 0.00 2.00 0.00 245.23 0.00 2.50 0.00 245.23 0.00 3.00 0.00 245.23 0.00 3.50 0.00 245.23 0.00 4.00 0.00 245.23 0.00 4.50 0.00 245.23 0.00 5.00 0.00 245.23 0.00 5.50 0.00 245.23 0.00 6.00 0.00 245.24 0.00 6.50 0.00 245.26 0.00 7.00 0.00 245.26 0.00 7.50 0.01 245.27 0.01 8.00 0.01 245.28 0.01 8.50 0.01 245.29 0.01 9.00 0.02 245.30 0.02 9.50 0.02 245.30 0.02 10.00 0.03 245.32 0.03 10.50 0.04 245.33 0.04 11.00 0.06 245.36 0.06 11.50 0.11 245.41 0.11 12.00 1.76 246.08 1.76 12.50 0.18 245.46 0.18 13.00 0.11 245.41 0.11 13.50 0.08 245.38 0.08 14.00 0.06 245.36 0.06 14.50 0.05 245.36 0.05 15.00 0.05 245.35 0.05 15.50 0.04 245.34 0.04 16.00 0.04 245.33 0.04 16.50 0.03 245.33 0.03 17.00 0.03 245.33 0.03 17.50 0.03 245.32 0.03 18.00 0.03 245.32 0.03 18.50 0.03 245.32 0.03 19.00 0.03 245.31 0.03 19.50 0.02 245.31 0.02 20.00 0.02 245.31 0.02 20.50 0.02 245.31 0.02 21.00 0.02 245.31 0.02 21.50 0.02 245.30 0.02 22.00 0.02 245.30 0.02 22.50 0.02 245.30 0.02 23.00 0.02 245.30 0.02 23.50 0.02 245.30 0.02 24.00 0.02 245.30 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 48 Summary for Pond EX CB3: Existing Catch Basin #3 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51 " for 10 Year event Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.78' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 244.93' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.93'/ 243.73' S= 0.0600 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=245.78' (Free Discharge) Ll =Culvert (Inlet Controls 1.77 cfs @ 2.48 fps) � 1 0 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB3: Existing Catch Basin #3 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 49 Hydrograph for Pond EX CB3: Existing Catch Basin #3 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.93 0.00 0.50 0.00 244.93 0.00 1.00 0.00 244.93 0.00 1.50 0.00 244.93 0.00 2.00 0.00 244.93 0.00 2.50 0.00 244.93 0.00 3.00 0.00 244.93 0.00 3.50 0.00 244.93 0.00 4.00 0.00 244.93 0.00 4.50 0.00 244.93 0.00 5.00 0.00 244.93 0.00 5.50 0.00 244.93 0.00 6.00 0.00 244.94 0.00 6.50 0.00 244.96 0.00 7.00 0.00 244.96 0.00 7.50 0.01 244.97 0.01 8.00 0.01 244.98 0.01 8.50 0.01 244.99 0.01 9.00 0.02 245.00 0.02 9.50 0.02 245.00 0.02 10.00 0.03 245.02 0.03 10.50 0.04 245.03 0.04 11.00 0.06 245.06 0.06 11.50 0.11 245.11 0.11 12.00 1.76 245.78 1.76 12.50 0.18 245.16 0.18 13.00 0.11 245.11 0.11 13.50 0.08 245.08 0.08 14.00 0.06 245.06 0.06 14.50 0.05 245.06 0.05 15.00 0.05 245.05 0.05 15.50 0.04 245.04 0.04 16.00 0.04 245.03 0.04 16.50 0.03 245.03 0.03 17.00 0.03 245.03 0.03 17.50 0.03 245.02 0.03 18.00 0.03 245.02 0.03 18.50 0.03 245.02 0.03 19.00 0.03 245.01 0.03 19.50 0.02 245.01 0.02 20.00 0.02 245.01 0.02 20.50 0.02 245.01 0.02 21.00 0.02 245.01 0.02 21.50 0.02 245.00 0.02 22.00 0.02 245.00 0.02 22.50 0.02 245.00 0.02 23.00 0.02 245.00 0.02 23.50 0.02 245.00 0.02 24.00 0.02 245.00 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 50 Summary for Pond EX OWS: Existing Oil/Water Separator Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 2.51 " for 10 Year event Inflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Outflow = 1.77 cfs @ 12.01 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 12.01 hrs, Volume= 0.096 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.58' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 243.73' 12.0" Round Culvert L= 48.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 243.73'/ 241.53' S= 0.0458 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 12.01 hrs HW=244.58' (Free Discharge) Ll =Culvert (Inlet Controls 1.77 cfs @ 2.48 fps) � 1 0 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX OWS: Existing Oil/Water Separator Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 51 Hydrograph for Pond EX OWS: Existing Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 243.73 0.00 0.50 0.00 243.73 0.00 1.00 0.00 243.73 0.00 1.50 0.00 243.73 0.00 2.00 0.00 243.73 0.00 2.50 0.00 243.73 0.00 3.00 0.00 243.73 0.00 3.50 0.00 243.73 0.00 4.00 0.00 243.73 0.00 4.50 0.00 243.73 0.00 5.00 0.00 243.73 0.00 5.50 0.00 243.73 0.00 6.00 0.00 243.74 0.00 6.50 0.00 243.76 0.00 7.00 0.00 243.76 0.00 7.50 0.01 243.77 0.01 8.00 0.01 243.78 0.01 8.50 0.01 243.79 0.01 9.00 0.02 243.80 0.02 9.50 0.02 243.80 0.02 10.00 0.03 243.82 0.03 10.50 0.04 243.83 0.04 11.00 0.06 243.86 0.06 11.50 0.11 243.91 0.11 12.00 1.76 244.58 1.76 12.50 0.18 243.96 0.18 13.00 0.11 243.91 0.11 13.50 0.08 243.88 0.08 14.00 0.06 243.86 0.06 14.50 0.05 243.86 0.05 15.00 0.05 243.85 0.05 15.50 0.04 243.84 0.04 16.00 0.04 243.83 0.04 16.50 0.03 243.83 0.03 17.00 0.03 243.83 0.03 17.50 0.03 243.82 0.03 18.00 0.03 243.82 0.03 18.50 0.03 243.82 0.03 19.00 0.03 243.81 0.03 19.50 0.02 243.81 0.02 20.00 0.02 243.81 0.02 20.50 0.02 243.81 0.02 21.00 0.02 243.81 0.02 21.50 0.02 243.80 0.02 22.00 0.02 243.80 0.02 22.50 0.02 243.80 0.02 23.00 0.02 243.80 0.02 23.50 0.02 243.80 0.02 24.00 0.02 243.80 0.02 Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 52 Summary for Pond P1: Existing Drywell Inflow Area = 0.066 ac, 100.00% Impervious, Inflow Depth > 3.53" for 10 Year event Inflow = 0.35 cfs @ 11.97 hrs, Volume= 0.020 of Outflow = 0.35 cfs @ 11.97 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.1 min Discarded = 0.35 cfs @ 11.97 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.84' @ 11.97 hrs Surf.Area= 173 sf Storage= 3 cf Plug -Flow detention time= 0.1 min calculated for 0.019 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 748.5 - 748.4 ) Volume Invert Avail.Storage Storage Description #1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc) 808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids #2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside #1 #4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc) 354 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 245.80 173 46.6 0 0 173 250.47 173 46.6 808 808 391 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 246.47 50 12.6 0 0 50 247.14 50 12.6 33 33 58 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 247.14 3 6.3 0 0 3 250.47 3 6.3 10 10 24 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 250.47 3 6.3 0 0 3 251.90 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=0.55 cfs @ 11.97 hrs HW=245.84' (Free Discharge) L1=Exfiltration (Controls 0.55 cfs) Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 53 Pond P1: Existing Drywell Hydrograph � I Inflow - I -1 L I L L I -L Discarded 0.38 0.36 -'I ++++I+- 0.35 cfs I� +I+ ++ Infl, o W re;3=-,��poiap 0.34 0.32 , IrtI, I + I I IItIII I + I I + I I - I I I I �I I Jevi I + I + + I + + I + + 0.3 0.28o ,I ,' ,I IIII I� II �I IIII I� IIII I� IIS �� � I re e-3 C 0.26 I� I I I 0.24 ,'11I JLLL� 0.22 ,'+++I -- 0 2 ,' I I I I I I I I I I I I I I I I I I I I I 0.18 LL X Z I - - t - - I - - - A - 0.16 I I - 1 F F F - 0.14 0.12 0.1 0.08 ,' + I I L I I I L 0.06 'I ,'++II �� 1L -LL 0.04Oor 'I 10, 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 54 Hydrograph for Pond P1: Existing Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 245.80 0.00 0.50 0.00 0 245.80 0.00 1.00 0.00 0 245.80 0.00 1.50 0.00 0 245.80 0.00 2.00 0.00 0 245.80 0.00 2.50 0.00 0 245.80 0.00 3.00 0.00 0 245.80 0.00 3.50 0.00 0 245.80 0.00 4.00 0.00 0 245.80 0.00 4.50 0.00 0 245.80 0.00 5.00 0.00 0 245.80 0.00 5.50 0.00 0 245.80 0.00 6.00 0.00 0 245.80 0.00 6.50 0.00 0 245.80 0.00 7.00 0.00 0 245.80 0.00 7.50 0.00 0 245.80 0.00 8.00 0.00 0 245.80 0.00 8.50 0.01 0 245.80 0.01 9.00 0.01 0 245.80 0.01 9.50 0.01 0 245.80 0.01 10.00 0.01 0 245.80 0.01 10.50 0.01 0 245.80 0.01 11.00 0.02 0 245.80 0.02 11.50 0.03 0 245.80 0.03 12.00 0.32 3 245.84 0.33 12.50 0.03 0 245.80 0.03 13.00 0.02 0 245.80 0.02 13.50 0.01 0 245.80 0.01 14.00 0.01 0 245.80 0.01 14.50 0.01 0 245.80 0.01 15.00 0.01 0 245.80 0.01 15.50 0.01 0 245.80 0.01 16.00 0.01 0 245.80 0.01 16.50 0.01 0 245.80 0.01 17.00 0.01 0 245.80 0.01 17.50 0.00 0 245.80 0.00 18.00 0.00 0 245.80 0.00 18.50 0.00 0 245.80 0.00 19.00 0.00 0 245.80 0.00 19.50 0.00 0 245.80 0.00 20.00 0.00 0 245.80 0.00 20.50 0.00 0 245.80 0.00 21.00 0.00 0 245.80 0.00 21.50 0.00 0 245.80 0.00 22.00 0.00 0 245.80 0.00 22.50 0.00 0 245.80 0.00 23.00 0.00 0 245.80 0.00 23.50 0.00 0 245.80 0.00 24.00 0.00 0 245.80 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 55 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=37.445 sf 48.02% Impervious Runoff Depth>2.80" Flow Length=158' Tc=18.6 min CN=67 Runoff=2.78 cfs 0.201 of Subcatchment DA2: Subcatchment#2 Runoff Area=19.983 sf 82.99% Impervious Runoff Depth>4.98" Flow Length=90' Tc=9.5 min CN=88 Runoff=3.38 cfs 0.190 of Subcatchment DA3: Subcatchment#3 Runoff Area=53.817 sf 15.33% Impervious Runoff Depth>0.81" Flow Length=123' Tc=16.0 min CN=43 Runoff=0.82 cfs 0.084 of Subcatchment DA4: Subcatchment#4 Runoff Area=2,886 sf 100.00% Impervious Runoff Depth>6.14" Tc=6.0 min CN=98 Runoff=0.60 cfs 0.034 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=5.53 cfs 0.391 of Outflow=5.53 cfs 0.391 of Reach DP2: Discharge Point 2 Inflow=0.82 cfs 0.084 of Outflow=0.82 cfs 0.084 of Pond DOT1: Existing DOT Catch Basin #1 Peak EIev=245.60' Inflow=2.78 cfs 0.201 of 12.0" Round Culvert n=0.012 L=100.0' S=0.0270 T Outflow=2.78 cfs 0.201 of Pond EX CB1: Existing Catch Basin #1 Peak EIev=248.30' Inflow=3.38 cfs 0.190 of 12.0" Round Culvert n=0.012 L=128.0' S=0.0100 T Outflow=3.38 cfs 0.190 of Pond EX CB2: Existing Catch Basin #2 Peak EIev=247.02' Inflow=3.38 cfs 0.190 of 12.0" Round Culvert n=0.012 L=30.0' S=0.0100 T Outflow=3.38 cfs 0.190 of Pond EX CB3: Existing Catch Basin #3 Peak Elev=246.72' Inflow=3.38 cfs 0.190 of 12.0" Round Culvert n=0.012 L=20.0' S=0.0600 T Outflow=3.38 cfs 0.190 of Pond EX OWS: Existing Oil/Water Separator Peak Elev=245.52' Inflow=3.38 cfs 0.190 of 12.0" Round Culvert n=0.012 L=48.0' S=0.0458 T Outflow=3.38 cfs 0.190 of Pond P1: Existing Drywell Peak Elev=245.95' Storage=10 cf Inflow=0.60 cfs 0.034 of Outflow=0.57 cfs 0.034 of Total Runoff Area = 2.620 ac Runoff Volume = 0.509 of Average Runoff Depth = 2.33" 59.96% Pervious = 1.571 ac 40.04% Impervious = 1.049 ac Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af, Depth> 2.80" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 181157 39 >75% Grass cover, Good, HSG A 15307 30 Woods, Good, HSG A 175981 98 Paved parking, HSG A 375445 67 Weighted Average 195464 51.98% Pervious Area 175981 48.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 27 0.0230 0.06 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 8.7 40 0.0150 0.08 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 1.8 91 0.0140 0.83 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fas 18.6 158 Total Subcatchment DA1: Subcatchment #1 Hydrograph s 2.78 cfs rt ype illI4Ih r1 � 11100 Year Railinfall=611-38" 0. Runoff Arda'371445 sf0. 0. Runoff Vo'1 1l,Iump=0.201', of Runoff Depwth>2-807 0 Flow Le1n1tft=1158' � 611 min 4N16� 4--ji 11 lives ill 11 views ill 11 11111 life fill I ill 11 ljlrrrrr-rrrr Time (hours) ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 57 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.01 0.01 10.50 1.30 0.02 0.02 11.00 1.50 0.05 0.05 11.50 1.81 0.12 0.11 12.00 4.23 1.29 1.90 12.50 4.69 1.59 0.71 13.00 4.93 1.75 0.29 13.50 5.10 1.87 0.21 14.00 5.23 1.97 0.17 14.50 5.34 2.05 0.14 15.00 5.45 2.12 0.13 15.50 5.54 2.19 0.11 16.00 5.61 2.24 0.10 16.50 5.69 2.30 0.09 17.00 5.75 2.35 0.09 17.50 5.82 2.39 0.08 18.00 5.88 2.44 0.08 18.50 5.93 2.48 0.07 19.00 5.98 2.52 0.07 19.50 6.03 2.55 0.06 20.00 6.07 2.59 0.06 20.50 6.11 2.62 0.05 21.00 6.16 2.65 0.05 21.50 6.19 2.68 0.05 22.00 6.23 2.71 0.05 22.50 6.27 2.74 0.05 23.00 6.31 2.76 0.05 23.50 6.34 2.79 0.05 24.00 6.38 2.82 0.05 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Depth> 4.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 31399 39 >75% Grass cover, Good, HSG A 165584 98 Paved parking, HSG A 195983 88 Weighted Average 35399 17.01 % Pervious Area 165584 82.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 56 0.0250 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 0.1 9 0.0500 1.57 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Short Grass Pasture Kv= 7.0 fps 0.1 25 0.0330 3.69 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Paved Kv= 20.3 fas 9.5 90 Total Subcatchment DA2: Subcatchment #2 Hydrograph 3.38 cfs Type 1124�h rI I I I I 3 ' 1 11100 Year Railinfall=61.38" 1 1 1 1 Runoff Arda�19,983 sf Runoff Volumq=0-190', of U) 2 1 Runoff Dellth>4.981 p I I I 0 LL Flow 1.6noth=90"1 Tc=9. II m i n 0 1 -- - - - - - - - - j I I I I I I I I I I I I I I I I I I I I I I I I I '' ­ '' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • • 1 0 11 12 13 14 15 • 17 18 19 20 21 22 23 24 Time • ❑ Runoff Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 59 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.01 0.01 5.50 0.45 0.02 0.01 6.00 0.51 0.04 0.01 6.50 0.57 0.05 0.02 7.00 0.63 0.07 0.02 7.50 0.70 0.10 0.02 8.00 0.77 0.13 0.03 8.50 0.84 0.17 0.04 9.00 0.94 0.22 0.05 9.50 1.04 0.28 0.05 10.00 1.15 0.35 0.07 10.50 1.30 0.44 0.09 11.00 1.50 0.58 0.14 11.50 1.81 0.81 0.24 12.00 4.23 2.94 3.38 12.50 4.69 3.37 0.34 13.00 4.93 3.60 0.19 13.50 5.10 3.76 0.14 14.00 5.23 3.89 0.11 14.50 5.34 4.00 0.10 15.00 5.45 4.09 0.09 15.50 5.54 4.18 0.08 16.00 5.61 4.26 0.07 16.50 5.69 4.32 0.06 17.00 5.75 4.39 0.06 17.50 5.82 4.45 0.06 18.00 5.88 4.51 0.05 18.50 5.93 4.56 0.05 19.00 5.98 4.61 0.05 19.50 6.03 4.66 0.04 20.00 6.07 4.70 0.04 20.50 6.11 4.74 0.04 21.00 6.16 4.78 0.04 21.50 6.19 4.81 0.04 22.00 6.23 4.85 0.03 22.50 6.27 4.89 0.03 23.00 6.31 4.92 0.03 23.50 6.34 4.96 0.03 24.00 6.38 4.99 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.82 cfs @ 12.13 hrs, Volume= 0.084 af, Depth> 0.81" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 161203 39 >75% Grass cover, Good, HSG A 295362 30 Woods, Good, HSG A 85252 98 Paved parking, HSG A 535817 43 Weighted Average 455565 84.67% Pervious Area 85252 15.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 72 0.0350 0.08 Sheet Flow, Sheet Flow 1 Woods: Light underbrush n= 0.400 P2= 2.48" 0.2 10 0.0250 0.79 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fps 0.8 41 0.0300 0.87 Shallow Concentrated Flow, Shallow Concentrated Flow 2 Woodland Kv= 5.0 fas 16.0 123 Total Subcatchment DA3: Subcatchment #3 Hydrograph ----------------------------- I I I I I I I I I I I I I I I I I I I 0.9 ❑ Runoff ----------------------- 0.85 0.82 cfs 0.8 1pe Iu 4�klx� 1- -1 I - I I II II II I1 - II ' 'I 0.75 11I-00 Year Ra nfall=638'rt firt fi fiI 0.7 +++ II ++++III+++I 0.65 Ruhaff Area 3-. &IT of I I I I I I I I I I I I I I 0.6Iof L + L I 00 0.55 Ru f ` oIurnaI=x.084 a ^ I I I I I I I I I I I I I I I .� 0.5 D >I0.$1�fp1 1 0.45 I I � I F1oIIw IILen th=�I123' + + + I + + + III + + T- 0 I LL 0.4 II I I I I I I I I I I I I I I I I I 0.35 � I Tc1.=Il.�Min+I�rtrtr I�rt fi+IIrt fi fiI ZJ1 0.25h1 43-111 11 111 1 1 1 1 1 1 +++++++++++II+++I 0.2 L L L I I L L + L L L I I I L + L I 0.15II I- ------------------ I I I I I I I I I I I I I I I I 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 61 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.00 0.00 10.50 1.30 0.00 0.00 11.00 1.50 0.00 0.00 11.50 1.81 0.00 0.00 12.00 4.23 0.17 0.33 12.50 4.69 0.27 0.28 13.00 4.93 0.33 0.15 13.50 5.10 0.38 0.12 14.00 5.23 0.42 0.10 14.50 5.34 0.45 0.09 15.00 5.45 0.49 0.08 15.50 5.54 0.52 0.07 16.00 5.61 0.54 0.06 16.50 5.69 0.57 0.06 17.00 5.75 0.59 0.06 17.50 5.82 0.61 0.05 18.00 5.88 0.63 0.05 18.50 5.93 0.65 0.05 19.00 5.98 0.67 0.05 19.50 6.03 0.69 0.04 20.00 6.07 0.70 0.04 20.50 6.11 0.72 0.04 21.00 6.16 0.73 0.04 21.50 6.19 0.75 0.04 22.00 6.23 0.76 0.04 22.50 6.27 0.78 0.04 23.00 6.31 0.79 0.04 23.50 6.34 0.80 0.03 24.00 6.38 0.82 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 0.60 cfs @ 11.97 hrs, Volume= 0.034 af, Depth> 6.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Description 21886 98 Paved parking, HSG A 25886 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph El Runoff 0.65 0.60cfs -44+-44-'I 0.61 1 J 24-hI��• + ++ +++TYIIPIQ- 0.55 � � T 46.381A�- Year- Rauf-�il1�- 0.5 1 1 I - TRunoffArea=-2-88-6-sf 0.45 1 1 1 1 1 1 0.4 �-qryOff Volt4MP 0.034-C1f RunoffD t h> 6.14," 00 0.35 p �L� 00 0.3 Tc"6.0 hiin 0.25 CN' 98 � � � � � � _ +++++ 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 63 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.01 0.00 2.00 0.14 0.03 0.00 2.50 0.18 0.06 0.00 3.00 0.22 0.08 0.00 3.50 0.26 0.12 0.00 4.00 0.31 0.15 0.00 4.50 0.35 0.19 0.01 5.00 0.40 0.23 0.01 5.50 0.45 0.28 0.01 6.00 0.51 0.33 0.01 6.50 0.57 0.38 0.01 7.00 0.63 0.44 0.01 7.50 0.70 0.50 0.01 8.00 0.77 0.57 0.01 8.50 0.84 0.64 0.01 9.00 0.94 0.73 0.01 9.50 1.04 0.83 0.01 10.00 1.15 0.94 0.02 10.50 1.30 1.09 0.02 11.00 1.50 1.28 0.03 11.50 1.81 1.58 0.05 12.00 4.23 3.99 0.55 12.50 4.69 4.45 0.05 13.00 4.93 4.69 0.03 13.50 5.10 4.86 0.02 14.00 5.23 4.99 0.02 14.50 5.34 5.11 0.01 15.00 5.45 5.21 0.01 15.50 5.54 5.30 0.01 16.00 5.61 5.38 0.01 16.50 5.69 5.45 0.01 17.00 5.75 5.52 0.01 17.50 5.82 5.58 0.01 18.00 5.88 5.64 0.01 18.50 5.93 5.69 0.01 19.00 5.98 5.74 0.01 19.50 6.03 5.79 0.01 20.00 6.07 5.84 0.01 20.50 6.11 5.88 0.01 21.00 6.16 5.92 0.01 21.50 6.19 5.96 0.01 22.00 6.23 5.99 0.01 22.50 6.27 6.03 0.01 23.00 6.31 6.07 0.00 23.50 6.34 6.11 0.00 24.00 6.38 6.14 0.00 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 64 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.318 ac, 60.19% Impervious, Inflow Depth > 3.56" for 100 Year event Inflow = 5.53 cfs @ 12.03 hrs, Volume= 0.391 of Outflow = 5.53 cfs @ 12.03 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs U 3 0 LL Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 65 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.01 0.01 5.50 0.01 0.01 6.00 0.01 0.01 6.50 0.02 0.02 7.00 0.02 0.02 7.50 0.02 0.02 8.00 0.03 0.03 8.50 0.04 0.04 9.00 0.05 0.05 9.50 0.06 0.06 10.00 0.08 0.08 10.50 0.12 0.12 11.00 0.19 0.19 11.50 0.35 0.35 12.00 5.28 5.28 12.50 1.05 1.05 13.00 0.48 0.48 13.50 0.36 0.36 14.00 0.28 0.28 14.50 0.24 0.24 15.00 0.22 0.22 15.50 0.19 0.19 16.00 0.17 0.17 16.50 0.15 0.15 17.00 0.15 0.15 17.50 0.14 0.14 18.00 0.13 0.13 18.50 0.12 0.12 19.00 0.11 0.11 19.50 0.10 0.10 20.00 0.10 0.10 20.50 0.09 0.09 21.00 0.09 0.09 21.50 0.09 0.09 22.00 0.09 0.09 22.50 0.08 0.08 23.00 0.08 0.08 23.50 0.08 0.08 24.00 0.08 0.08 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 66 Summary for Reach DP2: Discharge Point 2 Inflow Area = 1.235 ac, 15.33% Impervious, Inflow Depth > 0.81 " for 100 Year event Inflow = 0.82 cfs @ 12.13 hrs, Volume= 0.084 of Outflow = 0.82 cfs @ 12.13 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0 U- 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 67 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.33 0.33 12.50 0.28 0.28 13.00 0.15 0.15 13.50 0.12 0.12 14.00 0.10 0.10 14.50 0.09 0.09 15.00 0.08 0.08 15.50 0.07 0.07 16.00 0.06 0.06 16.50 0.06 0.06 17.00 0.06 0.06 17.50 0.05 0.05 18.00 0.05 0.05 18.50 0.05 0.05 19.00 0.05 0.05 19.50 0.04 0.04 20.00 0.04 0.04 20.50 0.04 0.04 21.00 0.04 0.04 21.50 0.04 0.04 22.00 0.04 0.04 22.50 0.04 0.04 23.00 0.04 0.04 23.50 0.03 0.03 24.00 0.03 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 68 Summary for Pond DOT1: Existing DOT Catch Basin #1 Inflow Area = 0.860 ac, 48.02% Impervious, Inflow Depth > 2.80" for 100 Year event Inflow = 2.78 cfs @ 12.11 hrs, Volume= 0.201 of Outflow = 2.78 cfs @ 12.11 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 12.11 hrs, Volume= 0.201 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.60' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 244.23' 12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.23'/ 241.53' S= 0.0270 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.78 cfs @ 12.11 hrs HW=245.60' (Free Discharge) Ll =Culvert (Inlet Controls 2.78 cfs @ 3.54 fps) 3 0 U- 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond DOT1: Existing DOT Catch Basin #1 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 69 Hydrograph for Pond DOT1: Existing DOT Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.23 0.00 0.50 0.00 244.23 0.00 1.00 0.00 244.23 0.00 1.50 0.00 244.23 0.00 2.00 0.00 244.23 0.00 2.50 0.00 244.23 0.00 3.00 0.00 244.23 0.00 3.50 0.00 244.23 0.00 4.00 0.00 244.23 0.00 4.50 0.00 244.23 0.00 5.00 0.00 244.23 0.00 5.50 0.00 244.23 0.00 6.00 0.00 244.23 0.00 6.50 0.00 244.23 0.00 7.00 0.00 244.23 0.00 7.50 0.00 244.23 0.00 8.00 0.00 244.23 0.00 8.50 0.00 244.23 0.00 9.00 0.00 244.23 0.00 9.50 0.00 244.24 0.00 10.00 0.01 244.28 0.01 10.50 0.02 244.31 0.02 11.00 0.05 244.35 0.05 11.50 0.11 244.41 0.11 12.00 1.90 245.13 1.90 12.50 0.71 244.72 0.71 13.00 0.29 244.53 0.29 13.50 0.21 244.48 0.21 14.00 0.17 244.45 0.17 14.50 0.14 244.43 0.14 15.00 0.13 244.42 0.13 15.50 0.11 244.41 0.11 16.00 0.10 244.40 0.10 16.50 0.09 244.39 0.09 17.00 0.09 244.39 0.09 17.50 0.08 244.39 0.08 18.00 0.08 244.38 0.08 18.50 0.07 244.38 0.07 19.00 0.07 244.37 0.07 19.50 0.06 244.36 0.06 20.00 0.06 244.36 0.06 20.50 0.05 244.36 0.05 21.00 0.05 244.35 0.05 21.50 0.05 244.35 0.05 22.00 0.05 244.35 0.05 22.50 0.05 244.35 0.05 23.00 0.05 244.35 0.05 23.50 0.05 244.35 0.05 24.00 0.05 244.35 0.05 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 70 Summary for Pond EX CB1: Existing Catch Basin #1 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 248.30' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 246.51' 12.0" Round Culvert L= 128.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 246.51'/245.23' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=248.29' (Free Discharge) Ll =Culvert (Inlet Controls 3.38 cfs @ 4.30 fps) 3 2 3 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB1: Existing Catch Basin #1 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 71 Hydrograph for Pond EX CB1: Existing Catch Basin #1 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 246.51 0.00 0.50 0.00 246.51 0.00 1.00 0.00 246.51 0.00 1.50 0.00 246.51 0.00 2.00 0.00 246.51 0.00 2.50 0.00 246.51 0.00 3.00 0.00 246.51 0.00 3.50 0.00 246.51 0.00 4.00 0.00 246.53 0.00 4.50 0.00 246.54 0.00 5.00 0.01 246.55 0.01 5.50 0.01 246.56 0.01 6.00 0.01 246.57 0.01 6.50 0.02 246.58 0.02 7.00 0.02 246.59 0.02 7.50 0.02 246.59 0.02 8.00 0.03 246.60 0.03 8.50 0.04 246.61 0.04 9.00 0.05 246.63 0.05 9.50 0.05 246.64 0.05 10.00 0.07 246.65 0.07 10.50 0.09 246.68 0.09 11.00 0.14 246.71 0.14 11.50 0.24 246.78 0.24 12.00 3.38 248.29 3.38 12.50 0.34 246.83 0.34 13.00 0.19 246.75 0.19 13.50 0.14 246.72 0.14 14.00 0.11 246.69 0.11 14.50 0.10 246.68 0.10 15.00 0.09 246.67 0.09 15.50 0.08 246.66 0.08 16.00 0.07 246.65 0.07 16.50 0.06 246.64 0.06 17.00 0.06 246.64 0.06 17.50 0.06 246.64 0.06 18.00 0.05 246.63 0.05 18.50 0.05 246.63 0.05 19.00 0.05 246.62 0.05 19.50 0.04 246.62 0.04 20.00 0.04 246.61 0.04 20.50 0.04 246.61 0.04 21.00 0.04 246.61 0.04 21.50 0.04 246.61 0.04 22.00 0.03 246.61 0.03 22.50 0.03 246.61 0.03 23.00 0.03 246.61 0.03 23.50 0.03 246.61 0.03 24.00 0.03 246.61 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 72 Summary for Pond EX CB2: Existing Catch Basin #2 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.02' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 245.23' 12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.23'/244.93' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=247.01' (Free Discharge) Ll =Culvert (Inlet Controls 3.38 cfs @ 4.30 fps) 3 2 3 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB2: Existing Catch Basin #2 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 73 Hydrograph for Pond EX CB2: Existing Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.23 0.00 0.50 0.00 245.23 0.00 1.00 0.00 245.23 0.00 1.50 0.00 245.23 0.00 2.00 0.00 245.23 0.00 2.50 0.00 245.23 0.00 3.00 0.00 245.23 0.00 3.50 0.00 245.23 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.26 0.00 5.00 0.01 245.27 0.01 5.50 0.01 245.28 0.01 6.00 0.01 245.29 0.01 6.50 0.02 245.30 0.02 7.00 0.02 245.31 0.02 7.50 0.02 245.31 0.02 8.00 0.03 245.32 0.03 8.50 0.04 245.33 0.04 9.00 0.05 245.35 0.05 9.50 0.05 245.36 0.05 10.00 0.07 245.37 0.07 10.50 0.09 245.40 0.09 11.00 0.14 245.43 0.14 11.50 0.24 245.50 0.24 12.00 3.38 247.01 3.38 12.50 0.34 245.55 0.34 13.00 0.19 245.47 0.19 13.50 0.14 245.44 0.14 14.00 0.11 245.41 0.11 14.50 0.10 245.40 0.10 15.00 0.09 245.39 0.09 15.50 0.08 245.38 0.08 16.00 0.07 245.37 0.07 16.50 0.06 245.36 0.06 17.00 0.06 245.36 0.06 17.50 0.06 245.36 0.06 18.00 0.05 245.35 0.05 18.50 0.05 245.35 0.05 19.00 0.05 245.34 0.05 19.50 0.04 245.34 0.04 20.00 0.04 245.33 0.04 20.50 0.04 245.33 0.04 21.00 0.04 245.33 0.04 21.50 0.04 245.33 0.04 22.00 0.03 245.33 0.03 22.50 0.03 245.33 0.03 23.00 0.03 245.33 0.03 23.50 0.03 245.33 0.03 24.00 0.03 245.33 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 74 Summary for Pond EX CB3: Existing Catch Basin #3 Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.72' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 244.93' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.93'/ 243.73' S= 0.0600 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=246.71' (Free Discharge) Ll =Culvert (Inlet Controls 3.38 cfs @ 4.30 fps) 3 2 3 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX CB3: Existing Catch Basin #3 Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 75 Hydrograph for Pond EX CB3: Existing Catch Basin #3 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 244.93 0.00 0.50 0.00 244.93 0.00 1.00 0.00 244.93 0.00 1.50 0.00 244.93 0.00 2.00 0.00 244.93 0.00 2.50 0.00 244.93 0.00 3.00 0.00 244.93 0.00 3.50 0.00 244.93 0.00 4.00 0.00 244.95 0.00 4.50 0.00 244.96 0.00 5.00 0.01 244.97 0.01 5.50 0.01 244.98 0.01 6.00 0.01 244.99 0.01 6.50 0.02 245.00 0.02 7.00 0.02 245.01 0.02 7.50 0.02 245.01 0.02 8.00 0.03 245.02 0.03 8.50 0.04 245.03 0.04 9.00 0.05 245.05 0.05 9.50 0.05 245.06 0.05 10.00 0.07 245.07 0.07 10.50 0.09 245.10 0.09 11.00 0.14 245.13 0.14 11.50 0.24 245.20 0.24 12.00 3.38 246.71 3.38 12.50 0.34 245.25 0.34 13.00 0.19 245.17 0.19 13.50 0.14 245.14 0.14 14.00 0.11 245.11 0.11 14.50 0.10 245.10 0.10 15.00 0.09 245.09 0.09 15.50 0.08 245.08 0.08 16.00 0.07 245.07 0.07 16.50 0.06 245.06 0.06 17.00 0.06 245.06 0.06 17.50 0.06 245.06 0.06 18.00 0.05 245.05 0.05 18.50 0.05 245.05 0.05 19.00 0.05 245.04 0.05 19.50 0.04 245.04 0.04 20.00 0.04 245.03 0.04 20.50 0.04 245.03 0.04 21.00 0.04 245.03 0.04 21.50 0.04 245.03 0.04 22.00 0.03 245.03 0.03 22.50 0.03 245.03 0.03 23.00 0.03 245.03 0.03 23.50 0.03 245.03 0.03 24.00 0.03 245.03 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 76 Summary for Pond EX OWS: Existing Oil/Water Separator Inflow Area = 0.459 ac, 82.99% Impervious, Inflow Depth > 4.98" for 100 Year event Inflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Outflow = 3.38 cfs @ 12.01 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 3.38 cfs @ 12.01 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.52' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 243.73' 12.0" Round Culvert L= 48.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 243.73'/ 241.53' S= 0.0458 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=245.51' (Free Discharge) Ll =Culvert (Inlet Controls 3.38 cfs @ 4.30 fps) 3 2 3 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond EX OWS: Existing Oil/Water Separator Hydrograph Inflow ❑ Primary Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 77 Hydrograph for Pond EX OWS: Existing Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 243.73 0.00 0.50 0.00 243.73 0.00 1.00 0.00 243.73 0.00 1.50 0.00 243.73 0.00 2.00 0.00 243.73 0.00 2.50 0.00 243.73 0.00 3.00 0.00 243.73 0.00 3.50 0.00 243.73 0.00 4.00 0.00 243.75 0.00 4.50 0.00 243.76 0.00 5.00 0.01 243.77 0.01 5.50 0.01 243.78 0.01 6.00 0.01 243.79 0.01 6.50 0.02 243.80 0.02 7.00 0.02 243.81 0.02 7.50 0.02 243.81 0.02 8.00 0.03 243.82 0.03 8.50 0.04 243.83 0.04 9.00 0.05 243.85 0.05 9.50 0.05 243.86 0.05 10.00 0.07 243.87 0.07 10.50 0.09 243.90 0.09 11.00 0.14 243.93 0.14 11.50 0.24 244.00 0.24 12.00 3.38 245.51 3.38 12.50 0.34 244.05 0.34 13.00 0.19 243.97 0.19 13.50 0.14 243.94 0.14 14.00 0.11 243.91 0.11 14.50 0.10 243.90 0.10 15.00 0.09 243.89 0.09 15.50 0.08 243.88 0.08 16.00 0.07 243.87 0.07 16.50 0.06 243.86 0.06 17.00 0.06 243.86 0.06 17.50 0.06 243.86 0.06 18.00 0.05 243.85 0.05 18.50 0.05 243.85 0.05 19.00 0.05 243.84 0.05 19.50 0.04 243.84 0.04 20.00 0.04 243.83 0.04 20.50 0.04 243.83 0.04 21.00 0.04 243.83 0.04 21.50 0.04 243.83 0.04 22.00 0.03 243.83 0.03 22.50 0.03 243.83 0.03 23.00 0.03 243.83 0.03 23.50 0.03 243.83 0.03 24.00 0.03 243.83 0.03 Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 78 Summary for Pond P1: Existing Drywell Inflow Area = 0.066 ac, 100.00% Impervious, Inflow Depth > 6.14" for 100 Year event Inflow = 0.60 cfs @ 11.97 hrs, Volume= 0.034 of Outflow = 0.57 cfs @ 11.99 hrs, Volume= 0.034 af, Atten= 6%, Lag= 1.5 min Discarded = 0.57 cfs @ 11.99 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.95' @ 11.99 hrs Surf.Area= 173 sf Storage= 10 cf Plug -Flow detention time= 0.1 min calculated for 0.034 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 739.5 - 739.4 ) Volume Invert Avail.Storage Storage Description #1 245.80' 306 cf Custom Stage Data (Irregular)Listed below (Recalc) 808 cf Overall - 43 cf Embedded = 764 cf x 40.0% Voids #2 246.47' 33 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 247.14' 10 cf Custom Stage Data (Irregular)Listed below Inside #1 #4 250.47' 4 cf Custom Stage Data (Irregular)Listed below (Recalc) 354 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 245.80 173 46.6 0 0 173 250.47 173 46.6 808 808 391 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 246.47 50 12.6 0 0 50 247.14 50 12.6 33 33 58 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 247.14 3 6.3 0 0 3 250.47 3 6.3 10 10 24 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 250.47 3 6.3 0 0 3 251.90 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 245.80' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=0.57 cfs @ 11.99 hrs HW=245.95' (Free Discharge) L1=Exfiltration (Controls 0.57 cfs) Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 79 0.65 0.6 0.55 0.5 0.45 0.4 0.35 3 ° 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Pond P1: Existing Drywell Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow Discarded Weibel - Predevelopment Predevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 80 Hydrograph for Pond P1: Existing Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 245.80 0.00 0.50 0.00 0 245.80 0.00 1.00 0.00 0 245.80 0.00 1.50 0.00 0 245.80 0.00 2.00 0.00 0 245.80 0.00 2.50 0.00 0 245.80 0.00 3.00 0.00 0 245.80 0.00 3.50 0.00 0 245.80 0.00 4.00 0.00 0 245.80 0.00 4.50 0.01 0 245.80 0.01 5.00 0.01 0 245.80 0.01 5.50 0.01 0 245.80 0.01 6.00 0.01 0 245.80 0.01 6.50 0.01 0 245.80 0.01 7.00 0.01 0 245.80 0.01 7.50 0.01 0 245.80 0.01 8.00 0.01 0 245.80 0.01 8.50 0.01 0 245.80 0.01 9.00 0.01 0 245.80 0.01 9.50 0.01 0 245.80 0.01 10.00 0.02 0 245.80 0.02 10.50 0.02 0 245.80 0.02 11.00 0.03 0 245.80 0.03 11.50 0.05 0 245.81 0.05 12.00 0.55 10 245.94 0.57 12.50 0.05 0 245.81 0.05 13.00 0.03 0 245.80 0.03 13.50 0.02 0 245.80 0.02 14.00 0.02 0 245.80 0.02 14.50 0.01 0 245.80 0.01 15.00 0.01 0 245.80 0.01 15.50 0.01 0 245.80 0.01 16.00 0.01 0 245.80 0.01 16.50 0.01 0 245.80 0.01 17.00 0.01 0 245.80 0.01 17.50 0.01 0 245.80 0.01 18.00 0.01 0 245.80 0.01 18.50 0.01 0 245.80 0.01 19.00 0.01 0 245.80 0.01 19.50 0.01 0 245.80 0.01 20.00 0.01 0 245.80 0.01 20.50 0.01 0 245.80 0.01 21.00 0.01 0 245.80 0.01 21.50 0.01 0 245.80 0.01 22.00 0.01 0 245.80 0.01 22.50 0.01 0 245.80 0.01 23.00 0.00 0 245.80 0.00 23.50 0.00 0 245.80 0.00 24.00 0.00 0 245.80 0.00 DA1 DP1 Subcatchment #1 Discharge Point 3 (DOT Catch Basin #2) I CB B CB CB H 1 DS OWS P 1 (D)A:2 CB2 -� Subcatchment #2 Catch Basin #2 Manhole #2 CDA4"""' Subcatcliment #4 A Proposed 8' Diameter D rywe I I Subcateach Aon Link First Defense Oil/Water Separator Hydrodynamic Separator DA3 Subcatc ment #3 D P2 Discharge Point 2 StormTech SC -740 Infiltration System Weibel - Postdevelopment Postdevelopment Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.768 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3) 1.653 98 Paved parking, HSG A (DA1, DA2, DA3, DA4) 0.223 30 Woods, Good, HSG A (DA3) 2.644 75 TOTAL AREA Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>0.28" Tc=6.0 min CN=68 Runoff=0.14 cfs 0.009 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>0.97" Flow Length=123' Tc=21.0 min CN=85 Runoff=1.54 cfs 0.119 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth=0.00" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.00 cfs 0.000 of Subcatchment DA4: Subcatchment#4 Runoff Area=10.099 sf 100.00% Impervious Runoff Depth>2.01" Tc=6.0 min CN=98 Runoff=0.73 cfs 0.039 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=0.14 cfs 0.009 of Outflow=0.14 cfs 0.009 of Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond CB2: Catch Basin #2 Peak EIev=246.02' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100'/' Outflow=1.54 cfs 0.119 of Pond HDS: First Defense Hydrodynamic Separator Peak Elev=244.98' Inflow=1.54 cfs 0.119 of 15.0" Round Culvert n=0.012 L=3.0' S=0.0100'/' Outflow=1.54 cfs 0.119 of Pond MI -11: Manhole #2 Peak Elev=245.52' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100'/' Outflow=1.54 cfs 0.119 of Pond OWS: Oil/Water Separator Peak EIev=245.07' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=2.0' S=0.0000'/' Outflow=1.54 cfs 0.119 of Pond P1: StormTech SC -740 Infiltration Peak Elev=243.59' Storage=0.000 of Inflow=1.54 cfs 0.119 of Discarded=1.54 cfs 0.119 of Secondary=0.00 cfs 0.000 of Outflow=1.54 cfs 0.119 of Pond P2: Proposed 8' Diameter Drywell Peak EIev=244.40' Storage=38 cf Inflow=0.73 cfs 0.039 of Outflow=0.63 cfs 0.039 of Total Runoff Area = 2.644 ac Runoff Volume = 0.167 of Average Runoff Depth = 0.76" 37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Depth> 0.28" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph 0.16 !! ! !! ! ! ! ! ❑ Runoff 0.15 1 1 1 0.14 cfs I hir -F I T24= - J 0.14 0.13 4 Yaar Rai r4a 1�2.241" 0.12 +++++++ �Ruhoffi4rea�=166265f 0.11 0.1�Ono YPIUMI ff U) 0.09 � � ���� .� Runoff IDS thI0281 0.08 � � � � � � � � � � � � � 1 1 1 1 1� 1 1 1 1 OI T T T I T T T T I T T T I I LL 0.07 1I 1 Tcm:�61110 rbh 0.06 N_I6 0.05 +++++++ I+++III+++I 0.04 I II!! ! III! ! I I!! ! III! ! ! 1 0.03 II�T�II��T I T�IIIT 0.02 0.01 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.06 0.14 12.50 1.65 0.09 0.02 13.00 1.73 0.11 0.01 13.50 1.79 0.13 0.01 14.00 1.84 0.14 0.01 14.50 1.88 0.16 0.01 15.00 1.91 0.17 0.01 15.50 1.94 0.18 0.01 16.00 1.97 0.18 0.01 16.50 2.00 0.19 0.01 17.00 2.02 0.20 0.01 17.50 2.04 0.21 0.01 18.00 2.06 0.22 0.01 18.50 2.08 0.22 0.01 19.00 2.10 0.23 0.00 19.50 2.12 0.24 0.00 20.00 2.13 0.24 0.00 20.50 2.15 0.25 0.00 21.00 2.16 0.25 0.00 21.50 2.17 0.26 0.00 22.00 2.19 0.26 0.00 22.50 2.20 0.27 0.00 23.00 2.21 0.27 0.00 23.50 2.23 0.28 0.00 24.00 2.24 0.28 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Depth> 0.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph 1.54 cfs, Iryp r' 1 111 Year Raiinfall,7=211.24" 11 Runoff AreaOPEN 64,381 sf Rianaf'f Vlolumq=q.1-119af, .� Runoff Dellth>0.97 P O Flow LdnOth=1123' Tc=21.01m', i n I I 4N=85 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.01 0.01 11.00 0.53 0.02 0.03 11.50 0.63 0.04 0.06 12.00 1.49 0.44 0.94 12.50 1.65 0.55 0.49 13.00 1.73 0.60 0.19 13.50 1.79 0.64 0.13 14.00 1.84 0.68 0.10 14.50 1.88 0.71 0.08 15.00 1.91 0.73 0.08 15.50 1.94 0.75 0.07 16.00 1.97 0.77 0.06 16.50 2.00 0.79 0.06 17.00 2.02 0.81 0.05 17.50 2.04 0.83 0.05 18.00 2.06 0.84 0.05 18.50 2.08 0.86 0.04 19.00 2.10 0.87 0.04 19.50 2.12 0.88 0.04 20.00 2.13 0.89 0.03 20.50 2.15 0.90 0.03 21.00 2.16 0.92 0.03 21.50 2.17 0.93 0.03 22.00 2.19 0.94 0.03 22.50 2.20 0.95 0.03 23.00 2.21 0.96 0.03 23.50 2.23 0.97 0.03 24.00 2.24 0.98 0.03 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA3: Subcatchment #3 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= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph �Type 11124—hir I 1 1 1 Year Rainfall-IIII-2.241" Rulnoff Area=24,074 sf R1n1ff V1lqm1e 10.000 1f I I Runoff Depth=1 0.0011" Flow LenOth=1 21 Tc=15.12 rn i 4�NM-141 0.00 cfs of 111 11 111 up 11. 1..11 to oil 11 111 go 1�1 11 111 @1 111 11 to IPI 11 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 9 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.00 0.00 12.50 1.65 0.00 0.00 13.00 1.73 0.00 0.00 13.50 1.79 0.00 0.00 14.00 1.84 0.00 0.00 14.50 1.88 0.00 0.00 15.00 1.91 0.00 0.00 15.50 1.94 0.00 0.00 16.00 1.97 0.00 0.00 16.50 2.00 0.00 0.00 17.00 2.02 0.00 0.00 17.50 2.04 0.00 0.00 18.00 2.06 0.00 0.00 18.50 2.08 0.00 0.00 19.00 2.10 0.00 0.00 19.50 2.12 0.00 0.00 20.00 2.13 0.00 0.00 20.50 2.15 0.00 0.00 21.00 2.16 0.00 0.00 21.50 2.17 0.00 0.00 22.00 2.19 0.00 0.00 22.50 2.20 0.00 0.00 23.00 2.21 0.00 0.00 23.50 2.23 0.00 0.00 24.00 2.24 0.00 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 0.73 cfs @ 11.97 hrs, Volume= 0.039 af, Depth> 2.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Description 101099 98 Paved parking, HSG A 105099 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph - 0.8 ❑ Runoff 0.75 0.73 cfs I 0.7'' Y-11`24Mhirpe1 0.65 1 Ir 1 Year Rai rtfa 11--;2,241" 0.6 I I�� ZIL ZI I --- I --- I I --- 1-11-11-110 I fu hoff-Are 110-099-sf 0.55 1 0.5 RL;np VONM13=0m030 -4of 4 I I -4 4- 42 0.45 I IIIIIIIIIIII �I oo Depth>2-911 0.4 000 01/ --- TcT.Onin LL 0.35 -1 L I 1- L -t L- 00 L L L L L I I I I I I I I I I I I I I I I I I I I 0.3_ II 0.25 0.2 I- I I I I I I I I I I I I I I I I I I I I 0.15 0.1 L L L I- 0.05 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 11 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.01 0.00 3.50 0.09 0.01 0.00 4.00 0.11 0.02 0.00 4.50 0.12 0.02 0.00 5.00 0.14 0.03 0.00 5.50 0.16 0.04 0.01 6.00 0.18 0.06 0.01 6.50 0.20 0.07 0.01 7.00 0.22 0.09 0.01 7.50 0.24 0.10 0.01 8.00 0.27 0.12 0.01 8.50 0.30 0.14 0.01 9.00 0.33 0.17 0.01 9.50 0.37 0.20 0.01 10.00 0.41 0.23 0.02 10.50 0.46 0.28 0.02 11.00 0.53 0.34 0.03 11.50 0.63 0.44 0.05 12.00 1.49 1.27 0.66 12.50 1.65 1.42 0.06 13.00 1.73 1.51 0.03 13.50 1.79 1.57 0.03 14.00 1.84 1.61 0.02 14.50 1.88 1.65 0.02 15.00 1.91 1.69 0.02 15.50 1.94 1.72 0.01 16.00 1.97 1.75 0.01 16.50 2.00 1.77 0.01 17.00 2.02 1.79 0.01 17.50 2.04 1.82 0.01 18.00 2.06 1.84 0.01 18.50 2.08 1.86 0.01 19.00 2.10 1.87 0.01 19.50 2.12 1.89 0.01 20.00 2.13 1.91 0.01 20.50 2.15 1.92 0.01 21.00 2.16 1.93 0.01 21.50 2.17 1.95 0.01 22.00 2.19 1.96 0.01 22.50 2.20 1.97 0.01 23.00 2.21 1.99 0.01 23.50 2.23 2.00 0.01 24.00 2.24 2.01 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 0.382 ac, 48.68% Impervious, Inflow Depth > 0.28" for 1 Year event Inflow = 0.14 cfs @ 12.00 hrs, Volume= 0.009 of Outflow = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.16 0.15 0.14 0.13 0.12 0.11 0.1 %M 0.09 0.08 0 U- 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0 Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 13 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.14 0.14 12.50 0.02 0.02 13.00 0.01 0.01 13.50 0.01 0.01 14.00 0.01 0.01 14.50 0.01 0.01 15.00 0.01 0.01 15.50 0.01 0.01 16.00 0.01 0.01 16.50 0.01 0.01 17.00 0.01 0.01 17.50 0.01 0.01 18.00 0.01 0.01 18.50 0.01 0.01 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP2: Discharge Point 2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 15 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.00 0.00 13.00 0.00 0.00 13.50 0.00 0.00 14.00 0.00 0.00 14.50 0.00 0.00 15.00 0.00 0.00 15.50 0.00 0.00 16.00 0.00 0.00 16.50 0.00 0.00 17.00 0.00 0.00 17.50 0.00 0.00 18.00 0.00 0.00 18.50 0.00 0.00 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 16 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.02' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=246.02' (Free Discharge) Ll =Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Pond CB2: Catch Basin #2 Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 17 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.25 0.00 5.50 0.00 245.25 0.00 6.00 0.00 245.25 0.00 6.50 0.00 245.25 0.00 7.00 0.00 245.25 0.00 7.50 0.00 245.25 0.00 8.00 0.00 245.25 0.00 8.50 0.00 245.25 0.00 9.00 0.00 245.25 0.00 9.50 0.00 245.25 0.00 10.00 0.00 245.28 0.00 10.50 0.01 245.31 0.01 11.00 0.03 245.34 0.03 11.50 0.06 245.38 0.06 12.00 0.94 245.82 0.94 12.50 0.49 245.65 0.49 13.00 0.19 245.49 0.19 13.50 0.13 245.45 0.13 14.00 0.10 245.42 0.10 14.50 0.08 245.41 0.08 15.00 0.08 245.40 0.08 15.50 0.07 245.39 0.07 16.00 0.06 245.38 0.06 16.50 0.06 245.38 0.06 17.00 0.05 245.37 0.05 17.50 0.05 245.37 0.05 18.00 0.05 245.37 0.05 18.50 0.04 245.36 0.04 19.00 0.04 245.36 0.04 19.50 0.04 245.35 0.04 20.00 0.03 245.35 0.03 20.50 0.03 245.35 0.03 21.00 0.03 245.35 0.03 21.50 0.03 245.34 0.03 22.00 0.03 245.34 0.03 22.50 0.03 245.34 0.03 23.00 0.03 245.34 0.03 23.50 0.03 245.34 0.03 24.00 0.03 245.34 0.03 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond HDS: First Defense Hydrodynamic Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.98' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 15.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/244.17' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=244.98' (Free Discharge) Ll =Culvert (Barrel Controls 1.54 cfs @ 2.72 fps) Pond HDS: First Defense Hydrodynamic Separator Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 19 Hydrograph for Pond HDS: First Defense Hydrodynamic Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.20 0.00 5.50 0.00 244.20 0.00 6.00 0.00 244.20 0.00 6.50 0.00 244.20 0.00 7.00 0.00 244.20 0.00 7.50 0.00 244.20 0.00 8.00 0.00 244.20 0.00 8.50 0.00 244.20 0.00 9.00 0.00 244.20 0.00 9.50 0.00 244.20 0.00 10.00 0.00 244.23 0.00 10.50 0.01 244.25 0.01 11.00 0.03 244.29 0.03 11.50 0.06 244.33 0.06 12.00 0.94 244.79 0.94 12.50 0.49 244.61 0.49 13.00 0.19 244.44 0.19 13.50 0.13 244.40 0.13 14.00 0.10 244.38 0.10 14.50 0.08 244.36 0.08 15.00 0.08 244.35 0.08 15.50 0.07 244.34 0.07 16.00 0.06 244.33 0.06 16.50 0.06 244.33 0.06 17.00 0.05 244.32 0.05 17.50 0.05 244.32 0.05 18.00 0.05 244.32 0.05 18.50 0.04 244.31 0.04 19.00 0.04 244.31 0.04 19.50 0.04 244.30 0.04 20.00 0.03 244.30 0.03 20.50 0.03 244.30 0.03 21.00 0.03 244.30 0.03 21.50 0.03 244.29 0.03 22.00 0.03 244.29 0.03 22.50 0.03 244.29 0.03 23.00 0.03 244.29 0.03 23.50 0.03 244.29 0.03 24.00 0.03 244.29 0.03 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 20 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.52' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.52' (Free Discharge) Ll =Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Pond M H 1: Manhole #2 Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 21 Hydrograph for Pond MI -11: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.75 0.00 5.50 0.00 244.75 0.00 6.00 0.00 244.75 0.00 6.50 0.00 244.75 0.00 7.00 0.00 244.75 0.00 7.50 0.00 244.75 0.00 8.00 0.00 244.75 0.00 8.50 0.00 244.75 0.00 9.00 0.00 244.75 0.00 9.50 0.00 244.75 0.00 10.00 0.00 244.78 0.00 10.50 0.01 244.81 0.01 11.00 0.03 244.84 0.03 11.50 0.06 244.88 0.06 12.00 0.94 245.32 0.94 12.50 0.49 245.15 0.49 13.00 0.19 244.99 0.19 13.50 0.13 244.95 0.13 14.00 0.10 244.92 0.10 14.50 0.08 244.91 0.08 15.00 0.08 244.90 0.08 15.50 0.07 244.89 0.07 16.00 0.06 244.88 0.06 16.50 0.06 244.88 0.06 17.00 0.05 244.87 0.05 17.50 0.05 244.87 0.05 18.00 0.05 244.87 0.05 18.50 0.04 244.86 0.04 19.00 0.04 244.86 0.04 19.50 0.04 244.85 0.04 20.00 0.03 244.85 0.03 20.50 0.03 244.85 0.03 21.00 0.03 244.85 0.03 21.50 0.03 244.84 0.03 22.00 0.03 244.84 0.03 22.50 0.03 244.84 0.03 23.00 0.03 244.84 0.03 23.50 0.03 244.84 0.03 24.00 0.03 244.84 0.03 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 22 Summary for Pond OWS: Oil/Water Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.07' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 244.17' 12.0" Round Culvert L= 2.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.17'/ 244.17' S= 0.0000 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.07' (Free Discharge) Ll =Culvert (Barrel Controls 1.54 cfs @ 2.73 fps) Pond OWS: Oil/Water Separator Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 23 Hydrograph for Pond OWS: Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.17 0.00 0.50 0.00 244.17 0.00 1.00 0.00 244.17 0.00 1.50 0.00 244.17 0.00 2.00 0.00 244.17 0.00 2.50 0.00 244.17 0.00 3.00 0.00 244.17 0.00 3.50 0.00 244.17 0.00 4.00 0.00 244.17 0.00 4.50 0.00 244.17 0.00 5.00 0.00 244.17 0.00 5.50 0.00 244.17 0.00 6.00 0.00 244.17 0.00 6.50 0.00 244.17 0.00 7.00 0.00 244.17 0.00 7.50 0.00 244.17 0.00 8.00 0.00 244.17 0.00 8.50 0.00 244.17 0.00 9.00 0.00 244.17 0.00 9.50 0.00 244.17 0.00 10.00 0.00 244.21 0.00 10.50 0.01 244.24 0.01 11.00 0.03 244.28 0.03 11.50 0.06 244.33 0.06 12.00 0.94 244.84 0.94 12.50 0.49 244.64 0.49 13.00 0.19 244.46 0.19 13.50 0.13 244.41 0.13 14.00 0.10 244.38 0.10 14.50 0.08 244.36 0.08 15.00 0.08 244.35 0.08 15.50 0.07 244.34 0.07 16.00 0.06 244.33 0.06 16.50 0.06 244.33 0.06 17.00 0.05 244.32 0.05 17.50 0.05 244.32 0.05 18.00 0.05 244.31 0.05 18.50 0.04 244.31 0.04 19.00 0.04 244.30 0.04 19.50 0.04 244.30 0.04 20.00 0.03 244.29 0.03 20.50 0.03 244.29 0.03 21.00 0.03 244.29 0.03 21.50 0.03 244.29 0.03 22.00 0.03 244.29 0.03 22.50 0.03 244.29 0.03 23.00 0.03 244.29 0.03 23.50 0.03 244.28 0.03 24.00 0.03 244.28 0.03 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 24 Summary for Pond P1: StormTech SC -740 Infiltration System Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.1 min Discarded = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 243.59' @ 12.15 hrs Surf.Area= 0.023 ac Storage= 0.000 of Plug -Flow detention time= 0.1 min calculated for 0.119 of (100% of inflow) Center -of -Mass det. time= 0.1 min (850.1 - 850.1 ) Volume Invert Avail.Storage Storage Description #1A 243.57' 0.026 of 25.25'W x 39.22'L x 4.00'H Field A 0.091 of Overall - 0.026 of Embedded = 0.065 of x 40.0% Voids #2A 244.07' 0.026 of ADS_StormTech SC -740 +Cap x 25 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 5 Rows of 5 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 238.50' #2 Secondary 247.56' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 247.56'/241.53' S= 0.1827 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=3.09 cfs @ 12.15 hrs HW=243.59' (Free Discharge) L1=Exfiltration (Controls 3.09 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge) L2=Culvert (Controls 0.00 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 25 i i MEIN Inflow Arela-01 Pea k Elev=243,59', i if NIP= Stdraqe'-0,000 0 00 00/0, Ak 1 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Q Inflow Outflow Discarded Secondary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 26 Hydrograph for Pond P1: StormTech SC -740 Infiltration System Time Inflow Storage Elevation Outflow Discarded Secondary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.000 243.57 0.00 0.00 0.00 0.50 0.00 0.000 243.57 0.00 0.00 0.00 1.00 0.00 0.000 243.57 0.00 0.00 0.00 1.50 0.00 0.000 243.57 0.00 0.00 0.00 2.00 0.00 0.000 243.57 0.00 0.00 0.00 2.50 0.00 0.000 243.57 0.00 0.00 0.00 3.00 0.00 0.000 243.57 0.00 0.00 0.00 3.50 0.00 0.000 243.57 0.00 0.00 0.00 4.00 0.00 0.000 243.57 0.00 0.00 0.00 4.50 0.00 0.000 243.57 0.00 0.00 0.00 5.00 0.00 0.000 243.57 0.00 0.00 0.00 5.50 0.00 0.000 243.57 0.00 0.00 0.00 6.00 0.00 0.000 243.57 0.00 0.00 0.00 6.50 0.00 0.000 243.57 0.00 0.00 0.00 7.00 0.00 0.000 243.57 0.00 0.00 0.00 7.50 0.00 0.000 243.57 0.00 0.00 0.00 8.00 0.00 0.000 243.57 0.00 0.00 0.00 8.50 0.00 0.000 243.57 0.00 0.00 0.00 9.00 0.00 0.000 243.57 0.00 0.00 0.00 9.50 0.00 0.000 243.57 0.00 0.00 0.00 10.00 0.00 0.000 243.57 0.00 0.00 0.00 10.50 0.01 0.000 243.57 0.01 0.01 0.00 11.00 0.03 0.000 243.57 0.03 0.03 0.00 11.50 0.06 0.000 243.57 0.06 0.06 0.00 12.00 0.94 0.000 243.58 0.92 0.92 0.00 12.50 0.49 0.000 243.58 0.49 0.49 0.00 13.00 0.19 0.000 243.57 0.19 0.19 0.00 13.50 0.13 0.000 243.57 0.13 0.13 0.00 14.00 0.10 0.000 243.57 0.10 0.10 0.00 14.50 0.08 0.000 243.57 0.09 0.09 0.00 15.00 0.08 0.000 243.57 0.08 0.08 0.00 15.50 0.07 0.000 243.57 0.07 0.07 0.00 16.00 0.06 0.000 243.57 0.06 0.06 0.00 16.50 0.06 0.000 243.57 0.06 0.06 0.00 17.00 0.05 0.000 243.57 0.05 0.05 0.00 17.50 0.05 0.000 243.57 0.05 0.05 0.00 18.00 0.05 0.000 243.57 0.05 0.05 0.00 18.50 0.04 0.000 243.57 0.04 0.04 0.00 19.00 0.04 0.000 243.57 0.04 0.04 0.00 19.50 0.04 0.000 243.57 0.04 0.04 0.00 20.00 0.03 0.000 243.57 0.03 0.03 0.00 20.50 0.03 0.000 243.57 0.03 0.03 0.00 21.00 0.03 0.000 243.57 0.03 0.03 0.00 21.50 0.03 0.000 243.57 0.03 0.03 0.00 22.00 0.03 0.000 243.57 0.03 0.03 0.00 22.50 0.03 0.000 243.57 0.03 0.03 0.00 23.00 0.03 0.000 243.57 0.03 0.03 0.00 23.50 0.03 0.000 243.57 0.03 0.03 0.00 24.00 0.03 0.000 243.57 0.03 0.03 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 27 Summary for Pond P2: Proposed 8' Diameter Drywell Inflow Area = 0.232 ac, 100.00% Impervious, Inflow Depth > 2.01 " for 1 Year event Inflow = 0.73 cfs @ 11.97 hrs, Volume= 0.039 of Outflow = 0.63 cfs @ 12.01 hrs, Volume= 0.039 af, Atten= 13%, Lag= 2.4 min Discarded = 0.63 cfs @ 12.01 hrs, Volume= 0.039 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.40' @ 12.01 hrs Surf.Area= 173 sf Storage= 38 cf Plug -Flow detention time= 0.3 min calculated for 0.039 of (100% of inflow) Center -of -Mass det. time= 0.3 min ( 760.4 - 760.1 ) Volume Invert Avail.Storage Storage Description #1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc) 924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids #2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 248.69' 4 cf Custom Stage Data (Irregular)Listed below 514 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 173 46.6 0 0 173 249.36 173 46.6 924 924 422 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 50 12.6 0 0 50 248.69 50 12.6 233 233 109 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 248.69 3 6.3 0 0 3 250.07 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=0.63 cfs @ 12.01 hrs HW=244.40' (Free Discharge) L1=Exfiltration (Controls 0.63 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 28 Pond P2: Proposed 8' Diameter Drywell Hydrograph Inflow 0.8 `' �'F 0.73 cfs I I I I I I Discarded -p` 0.75 rin'I o Tuve 0 . a 0.7 III- 0.63 cfs 0.65 flak EtiaV=244.401 0.6 torage—�,Cf 0.55 , 0.5 I I I I I I I I I I I I I I I I I I I I I I 0.45 0.4 L L L I L L I L L I L L I L L LL 0.35 0.3 , 0.25 0.2 , I I I II I II I II i I I I I I I I I I I 0.15 I I I I I I I I I I I I I I I I I I I I I I i I 1- I- T I I T I I T I T T 1- T T -I -T F - 0.1 , 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 29 Hydrograph for Pond P2: Proposed 8' Diameter Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 244.02 0.00 0.50 0.00 0 244.02 0.00 1.00 0.00 0 244.02 0.00 1.50 0.00 0 244.02 0.00 2.00 0.00 0 244.02 0.00 2.50 0.00 0 244.02 0.00 3.00 0.00 0 244.02 0.00 3.50 0.00 0 244.02 0.00 4.00 0.00 0 244.02 0.00 4.50 0.00 0 244.02 0.00 5.00 0.00 0 244.02 0.00 5.50 0.01 0 244.02 0.01 6.00 0.01 0 244.02 0.01 6.50 0.01 0 244.02 0.01 7.00 0.01 0 244.02 0.01 7.50 0.01 0 244.02 0.01 8.00 0.01 0 244.02 0.01 8.50 0.01 0 244.02 0.01 9.00 0.01 0 244.02 0.01 9.50 0.01 0 244.02 0.01 10.00 0.02 0 244.02 0.02 10.50 0.02 0 244.02 0.02 11.00 0.03 0 244.02 0.03 11.50 0.05 1 244.03 0.05 12.00 0.66 37 244.40 0.63 12.50 0.06 1 244.03 0.06 13.00 0.03 0 244.02 0.03 13.50 0.03 0 244.02 0.03 14.00 0.02 0 244.02 0.02 14.50 0.02 0 244.02 0.02 15.00 0.02 0 244.02 0.02 15.50 0.01 0 244.02 0.01 16.00 0.01 0 244.02 0.01 16.50 0.01 0 244.02 0.01 17.00 0.01 0 244.02 0.01 17.50 0.01 0 244.02 0.01 18.00 0.01 0 244.02 0.01 18.50 0.01 0 244.02 0.01 19.00 0.01 0 244.02 0.01 19.50 0.01 0 244.02 0.01 20.00 0.01 0 244.02 0.01 20.50 0.01 0 244.02 0.01 21.00 0.01 0 244.02 0.01 21.50 0.01 0 244.02 0.01 22.00 0.01 0 244.02 0.01 22.50 0.01 0 244.02 0.01 23.00 0.01 0 244.02 0.01 23.50 0.01 0 244.02 0.01 24.00 0.01 0 244.02 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 30 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>1.06" Tc=6.0 min CN=68 Runoff=0.71 cfs 0.034 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>2.24" Flow Length=123' Tc=21.0 min CN=85 Runoff=3.60 cfs 0.276 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth>0.11" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.01 cfs 0.005 of Subcatchment DA4: Subcatchment#4 Runoff Area=10.099 sf 100.00% Impervious Runoff Depth>3.53" Tc=6.0 min CN=98 Runoff=1.24 cfs 0.068 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=0.71 cfs 0.034 of Outflow=0.71 cfs 0.034 of Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.005 of Outflow=0.01 cfs 0.005 of Pond CB2: Catch Basin #2 Peak EIev=247.20' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100'/' Outflow=3.60 cfs 0.276 of Pond HDS: First Defense Hydrodynamic Separator Peak Elev=245.52' Inflow=3.60 cfs 0.276 of 15.0" Round Culvert n=0.012 L=3.0' S=0.0100'/' Outflow=3.60 cfs 0.276 of Pond MI -11: Manhole #2 Peak EIev=246.70' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100'/' Outflow=3.60 cfs 0.276 of Pond OWS: Oil/Water Separator Peak Elev=246.12' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=2.0' S=0.0000'/' Outflow=3.60 cfs 0.276 of Pond P1: StormTech SC -740 Infiltration Peak Elev=243.96' Storage=0.004 of Inflow=3.60 cfs 0.276 of Discarded=3.30 cfs 0.276 of Secondary=0.00 cfs 0.000 of Outflow=3.30 cfs 0.276 of Pond P2: Proposed 8' Diameter Drywell Peak Elev=245.77' Storage=174 cf Inflow=1.24 cfs 0.068 of Outflow=1.00 cfs 0.068 of Total Runoff Area = 2.644 ac Runoff Volume = 0.383 of Average Runoff Depth = 1.74" 37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Depth> 1.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph I - - fi t _t t t- I ❑ Runoff 0.75 ZIL I I I 0.71 cfs I I I I I I I I I I I ------------------------------- I I 1la 24-hir 0.7 YIP -0- II�rt�II�rt+� I- SII 0.65 I I I I I I I I I I I I I- - 10 YI -Rainfallzm;17717- 0.6 I I I I I I I I I I + + + + T Ruinoff Area" -'16;6 6s 0.55 II+++II++++ I+++I II+++I 0.5 npff IVolump=o. 34-clf U) 0.45 I Run o Depth> I I I 1. 06,11 0.41 � I IIIIIi I � III LL 0.35 Tc"6.06enih 0.3 I I I I I I I I I I I I I I I I I I I (I II (I II-CN _Sa I I I I I I I I I I I 0.25 0.2 I II!! ! III! ! I!! ! III! ! ! I I I I I I I I I I I I I I I I I I I I I I I 0.15 0.1 _I -1 + + L I + 1 + 1 L 0.05 0 .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 32 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.01 12.00 2.50 0.39 0.69 12.50 2.77 0.51 0.07 13.00 2.91 0.58 0.05 13.50 3.01 0.63 0.04 14.00 3.09 0.67 0.03 14.50 3.16 0.71 0.03 15.00 3.22 0.74 0.02 15.50 3.27 0.77 0.02 16.00 3.32 0.80 0.02 16.50 3.36 0.82 0.02 17.00 3.40 0.84 0.02 17.50 3.44 0.86 0.02 18.00 3.47 0.89 0.02 18.50 3.50 0.90 0.01 19.00 3.54 0.92 0.01 19.50 3.56 0.94 0.01 20.00 3.59 0.95 0.01 20.50 3.61 0.97 0.01 21.00 3.64 0.98 0.01 21.50 3.66 1.00 0.01 22.00 3.68 1.01 0.01 22.50 3.71 1.02 0.01 23.00 3.73 1.04 0.01 23.50 3.75 1.05 0.01 24.00 3.77 1.06 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Depth> 2.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph ❑ Runoff 3.60 cfs, rt ype ill r' 1- Year Rai rtfa11�--13-.7T1'- 3 Runoff AreaEPEE 64,381 s'oo oo 00 Ruoff Voll u rnp=Q.216', o f Runoff DeptK>2.247 EEL Flow LeinOth=1123' 1 1 1 1 1I— I I TI I IIc=21.011 m'in IAF=$ Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 34 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.01 0.01 8.50 0.50 0.01 0.02 9.00 0.55 0.02 0.03 9.50 0.61 0.03 0.04 10.00 0.68 0.05 0.05 10.50 0.77 0.08 0.08 11.00 0.89 0.12 0.12 11.50 1.07 0.21 0.22 12.00 2.50 1.18 2.37 12.50 2.77 1.40 1.07 13.00 2.91 1.51 0.38 13.50 3.01 1.60 0.27 14.00 3.09 1.67 0.21 14.50 3.16 1.72 0.17 15.00 3.22 1.77 0.15 15.50 3.27 1.82 0.14 16.00 3.32 1.86 0.12 16.50 3.36 1.89 0.11 17.00 3.40 1.93 0.10 17.50 3.44 1.96 0.10 18.00 3.47 1.99 0.09 18.50 3.50 2.02 0.09 19.00 3.54 2.05 0.08 19.50 3.56 2.07 0.07 20.00 3.59 2.09 0.07 20.50 3.61 2.12 0.06 21.00 3.64 2.14 0.06 21.50 3.66 2.16 0.06 22.00 3.68 2.18 0.06 22.50 3.71 2.20 0.06 23.00 3.73 2.22 0.06 23.50 3.75 2.23 0.06 24.00 3.77 2.25 0.06 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Depth> 0.11" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph -4++I++ ❑ Runoff 0.007: 0.01 cfs II I I I I I I I I I I I I I 0.007 --tlypl I fl_�47hir ' I I I 0.006-_1 Year Rai rtfal lT 3.7 711" ' �� I � I --- � � 1 0.006 0.005 Ruhdff Ar-eal=24,O74 �f - 1 L + I L L I - L L - L L iff 0.005-1UP o� Vol M— o al T r 7 T 0.004-1Runoff Deptlt>9.11�� 0.004 121 Flow -LL 0.003ILentai= I � I --- I I I I I I I I I I I I I I I I 0.003 --/Tom_; 1 .2, m i nl I I I I I I I I I I I I I I I I I 0.002 0.002 I I I I I I I I I I I I I I I I I I I I 0.001 T T I I T T - T T I T T+ T T 0.001 I I I I I I I I I I I I I I I I 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 36 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.00 12.00 2.50 0.00 0.00 12.50 2.77 0.00 0.01 13.00 2.91 0.01 0.01 13.50 3.01 0.02 0.01 14.00 3.09 0.02 0.01 14.50 3.16 0.03 0.01 15.00 3.22 0.03 0.01 15.50 3.27 0.04 0.01 16.00 3.32 0.04 0.01 16.50 3.36 0.05 0.01 17.00 3.40 0.05 0.01 17.50 3.44 0.06 0.01 18.00 3.47 0.06 0.01 18.50 3.50 0.07 0.00 19.00 3.54 0.07 0.00 19.50 3.56 0.08 0.00 20.00 3.59 0.08 0.00 20.50 3.61 0.08 0.00 21.00 3.64 0.09 0.00 21.50 3.66 0.09 0.00 22.00 3.68 0.09 0.00 22.50 3.71 0.10 0.00 23.00 3.73 0.10 0.00 23.50 3.75 0.10 0.00 24.00 3.77 0.11 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 1.24 cfs @ 11.97 hrs, Volume= 0.068 af, Depth> 3.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Description 101099 98 Paved parking, HSG A 105099 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph 1.24 cfs TYp ip 11124-hir 1 10 ilYear Riainfall-M;3.7711' Rulin off Aeea=110,099 5f Rq1 n plff 1111 V pl I q mie=0.168 of 01 Ruinoff liDepth>3.531" I min Tc"6.10 m n ON' 98 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 38 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.01 0.00 2.50 0.11 0.02 0.00 3.00 0.13 0.03 0.01 3.50 0.16 0.04 0.01 4.00 0.18 0.06 0.01 4.50 0.21 0.08 0.01 5.00 0.24 0.10 0.01 5.50 0.27 0.12 0.01 6.00 0.30 0.15 0.01 6.50 0.34 0.17 0.01 7.00 0.37 0.21 0.01 7.50 0.41 0.24 0.02 8.00 0.45 0.28 0.02 8.50 0.50 0.32 0.02 9.00 0.55 0.37 0.03 9.50 0.61 0.42 0.03 10.00 0.68 0.49 0.03 10.50 0.77 0.57 0.04 11.00 0.89 0.68 0.06 11.50 1.07 0.86 0.10 12.00 2.50 2.27 1.13 12.50 2.77 2.54 0.09 13.00 2.91 2.68 0.06 13.50 3.01 2.78 0.04 14.00 3.09 2.86 0.03 14.50 3.16 2.93 0.03 15.00 3.22 2.99 0.03 15.50 3.27 3.04 0.02 16.00 3.32 3.08 0.02 16.50 3.36 3.13 0.02 17.00 3.40 3.17 0.02 17.50 3.44 3.20 0.02 18.00 3.47 3.24 0.02 18.50 3.50 3.27 0.01 19.00 3.54 3.30 0.01 19.50 3.56 3.33 0.01 20.00 3.59 3.36 0.01 20.50 3.61 3.38 0.01 21.00 3.64 3.40 0.01 21.50 3.66 3.43 0.01 22.00 3.68 3.45 0.01 22.50 3.71 3.47 0.01 23.00 3.73 3.49 0.01 23.50 3.75 3.51 0.01 24.00 3.77 3.54 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 39 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 0.382 ac, 48.68% Impervious, Inflow Depth > 1.06" for 10 Year event Inflow = 0.71 cfs @ 11.98 hrs, Volume= 0.034 of Outflow = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 3 F° 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 40 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.01 0.01 12.00 0.69 0.69 12.50 0.07 0.07 13.00 0.05 0.05 13.50 0.04 0.04 14.00 0.03 0.03 14.50 0.03 0.03 15.00 0.02 0.02 15.50 0.02 0.02 16.00 0.02 0.02 16.50 0.02 0.02 17.00 0.02 0.02 17.50 0.02 0.02 18.00 0.02 0.02 18.50 0.01 0.01 19.00 0.01 0.01 19.50 0.01 0.01 20.00 0.01 0.01 20.50 0.01 0.01 21.00 0.01 0.01 21.50 0.01 0.01 22.00 0.01 0.01 22.50 0.01 0.01 23.00 0.01 0.01 23.50 0.01 0.01 24.00 0.01 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 41 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.11 " for 10 Year event Inflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0 FL 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 42 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.01 0.01 13.00 0.01 0.01 13.50 0.01 0.01 14.00 0.01 0.01 14.50 0.01 0.01 15.00 0.01 0.01 15.50 0.01 0.01 16.00 0.01 0.01 16.50 0.01 0.01 17.00 0.01 0.01 17.50 0.01 0.01 18.00 0.01 0.01 18.50 0.00 0.00 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 43 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.20' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=247.20' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond CB2: Catch Basin #2 Hydrograph Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 44 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.25 0.00 5.50 0.00 245.25 0.00 6.00 0.00 245.25 0.00 6.50 0.00 245.25 0.00 7.00 0.00 245.26 0.00 7.50 0.00 245.28 0.00 8.00 0.01 245.30 0.01 8.50 0.02 245.32 0.02 9.00 0.03 245.34 0.03 9.50 0.04 245.35 0.04 10.00 0.05 245.37 0.05 10.50 0.08 245.40 0.08 11.00 0.12 245.44 0.12 11.50 0.22 245.51 0.22 12.00 2.37 246.38 2.37 12.50 1.07 245.87 1.07 13.00 0.38 245.60 0.38 13.50 0.27 245.54 0.27 14.00 0.21 245.50 0.21 14.50 0.17 245.48 0.17 15.00 0.15 245.47 0.15 15.50 0.14 245.45 0.14 16.00 0.12 245.44 0.12 16.50 0.11 245.43 0.11 17.00 0.10 245.42 0.10 17.50 0.10 245.42 0.10 18.00 0.09 245.41 0.09 18.50 0.09 245.41 0.09 19.00 0.08 245.40 0.08 19.50 0.07 245.40 0.07 20.00 0.07 245.39 0.07 20.50 0.06 245.39 0.06 21.00 0.06 245.38 0.06 21.50 0.06 245.38 0.06 22.00 0.06 245.38 0.06 22.50 0.06 245.38 0.06 23.00 0.06 245.38 0.06 23.50 0.06 245.38 0.06 24.00 0.06 245.38 0.06 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 45 Summary for Pond HDS: First Defense Hydrodynamic Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.52' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 15.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/244.17' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=245.52' (Free Discharge) Ll =Culvert (Barrel Controls 3.60 cfs @ 3.45 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond HDS: First Defense Hydrodynamic Separator Hydrograph Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 46 Hydrograph for Pond HDS: First Defense Hydrodynamic Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.20 0.00 5.50 0.00 244.20 0.00 6.00 0.00 244.20 0.00 6.50 0.00 244.20 0.00 7.00 0.00 244.21 0.00 7.50 0.00 244.23 0.00 8.00 0.01 244.25 0.01 8.50 0.02 244.27 0.02 9.00 0.03 244.29 0.03 9.50 0.04 244.30 0.04 10.00 0.05 244.32 0.05 10.50 0.08 244.35 0.08 11.00 0.12 244.40 0.12 11.50 0.22 244.47 0.22 12.00 2.37 245.21 2.37 12.50 1.07 244.84 1.07 13.00 0.38 244.56 0.38 13.50 0.27 244.50 0.27 14.00 0.21 244.46 0.21 14.50 0.17 244.43 0.17 15.00 0.15 244.42 0.15 15.50 0.14 244.41 0.14 16.00 0.12 244.39 0.12 16.50 0.11 244.38 0.11 17.00 0.10 244.38 0.10 17.50 0.10 244.37 0.10 18.00 0.09 244.37 0.09 18.50 0.09 244.36 0.09 19.00 0.08 244.36 0.08 19.50 0.07 244.35 0.07 20.00 0.07 244.34 0.07 20.50 0.06 244.34 0.06 21.00 0.06 244.34 0.06 21.50 0.06 244.33 0.06 22.00 0.06 244.33 0.06 22.50 0.06 244.33 0.06 23.00 0.06 244.33 0.06 23.50 0.06 244.33 0.06 24.00 0.06 244.33 0.06 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 47 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.70' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.70' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond M H 1: Manhole #2 Hydrograph Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 48 Hydrograph for Pond MI -11: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.75 0.00 5.50 0.00 244.75 0.00 6.00 0.00 244.75 0.00 6.50 0.00 244.75 0.00 7.00 0.00 244.76 0.00 7.50 0.00 244.78 0.00 8.00 0.01 244.80 0.01 8.50 0.02 244.82 0.02 9.00 0.03 244.84 0.03 9.50 0.04 244.85 0.04 10.00 0.05 244.87 0.05 10.50 0.08 244.90 0.08 11.00 0.12 244.94 0.12 11.50 0.22 245.01 0.22 12.00 2.37 245.88 2.37 12.50 1.07 245.37 1.07 13.00 0.38 245.10 0.38 13.50 0.27 245.04 0.27 14.00 0.21 245.00 0.21 14.50 0.17 244.98 0.17 15.00 0.15 244.97 0.15 15.50 0.14 244.95 0.14 16.00 0.12 244.94 0.12 16.50 0.11 244.93 0.11 17.00 0.10 244.92 0.10 17.50 0.10 244.92 0.10 18.00 0.09 244.91 0.09 18.50 0.09 244.91 0.09 19.00 0.08 244.90 0.08 19.50 0.07 244.90 0.07 20.00 0.07 244.89 0.07 20.50 0.06 244.89 0.06 21.00 0.06 244.88 0.06 21.50 0.06 244.88 0.06 22.00 0.06 244.88 0.06 22.50 0.06 244.88 0.06 23.00 0.06 244.88 0.06 23.50 0.06 244.88 0.06 24.00 0.06 244.88 0.06 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 49 Summary for Pond OWS: Oil/Water Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.12' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 244.17' 12.0" Round Culvert L= 2.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.17'/ 244.17' S= 0.0000 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.12' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond OWS: Oil/Water Separator Hydrograph Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 50 Hydrograph for Pond OWS: Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.17 0.00 0.50 0.00 244.17 0.00 1.00 0.00 244.17 0.00 1.50 0.00 244.17 0.00 2.00 0.00 244.17 0.00 2.50 0.00 244.17 0.00 3.00 0.00 244.17 0.00 3.50 0.00 244.17 0.00 4.00 0.00 244.17 0.00 4.50 0.00 244.17 0.00 5.00 0.00 244.17 0.00 5.50 0.00 244.17 0.00 6.00 0.00 244.17 0.00 6.50 0.00 244.17 0.00 7.00 0.00 244.18 0.00 7.50 0.00 244.22 0.00 8.00 0.01 244.24 0.01 8.50 0.02 244.26 0.02 9.00 0.03 244.28 0.03 9.50 0.04 244.30 0.04 10.00 0.05 244.32 0.05 10.50 0.08 244.35 0.08 11.00 0.12 244.40 0.12 11.50 0.22 244.48 0.22 12.00 2.37 245.38 2.37 12.50 1.07 244.90 1.07 13.00 0.38 244.59 0.38 13.50 0.27 244.51 0.27 14.00 0.21 244.47 0.21 14.50 0.17 244.44 0.17 15.00 0.15 244.43 0.15 15.50 0.14 244.42 0.14 16.00 0.12 244.40 0.12 16.50 0.11 244.39 0.11 17.00 0.10 244.38 0.10 17.50 0.10 244.38 0.10 18.00 0.09 244.37 0.09 18.50 0.09 244.36 0.09 19.00 0.08 244.36 0.08 19.50 0.07 244.35 0.07 20.00 0.07 244.34 0.07 20.50 0.06 244.34 0.06 21.00 0.06 244.34 0.06 21.50 0.06 244.33 0.06 22.00 0.06 244.33 0.06 22.50 0.06 244.33 0.06 23.00 0.06 244.33 0.06 23.50 0.06 244.33 0.06 24.00 0.06 244.33 0.06 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 51 Summary for Pond P1: StormTech SC -740 Infiltration System Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.30 cfs @ 12.20 hrs, Volume= 0.276 af, Atten= 8%, Lag= 4.0 min Discarded = 3.30 cfs @ 12.20 hrs, Volume= 0.276 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 243.96' @ 12.20 hrs Surf.Area= 0.023 ac Storage= 0.004 of Plug -Flow detention time= 0.7 min calculated for 0.276 of (100% of inflow) Center -of -Mass det. time= 0.2 min (826.8 - 826.5 ) Volume Invert Avail.Storage Storage Description #1A 243.57' 0.026 of 25.25'W x 39.22'L x 4.00'H Field A 0.091 of Overall - 0.026 of Embedded = 0.065 of x 40.0% Voids #2A 244.07' 0.026 of ADS_StormTech SC -740 +Cap x 25 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 5 Rows of 5 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 238.50' #2 Secondary 247.56' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 247.56'/241.53' S= 0.1827 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=3.30 cfs @ 12.20 hrs HW=243.95' (Free Discharge) L1=Exfiltration (Controls 3.30 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge) L2=Culvert (Controls 0.00 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 52 3 0 LL Pond P1: StormTech SC -740 Infiltration System Hydrograph 0.00 Cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Q Inflow Outflow Discarded Secondary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 53 Hydrograph for Pond P1: StormTech SC -740 Infiltration System Time Inflow Storage Elevation Outflow Discarded Secondary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.000 243.57 0.00 0.00 0.00 0.50 0.00 0.000 243.57 0.00 0.00 0.00 1.00 0.00 0.000 243.57 0.00 0.00 0.00 1.50 0.00 0.000 243.57 0.00 0.00 0.00 2.00 0.00 0.000 243.57 0.00 0.00 0.00 2.50 0.00 0.000 243.57 0.00 0.00 0.00 3.00 0.00 0.000 243.57 0.00 0.00 0.00 3.50 0.00 0.000 243.57 0.00 0.00 0.00 4.00 0.00 0.000 243.57 0.00 0.00 0.00 4.50 0.00 0.000 243.57 0.00 0.00 0.00 5.00 0.00 0.000 243.57 0.00 0.00 0.00 5.50 0.00 0.000 243.57 0.00 0.00 0.00 6.00 0.00 0.000 243.57 0.00 0.00 0.00 6.50 0.00 0.000 243.57 0.00 0.00 0.00 7.00 0.00 0.000 243.57 0.00 0.00 0.00 7.50 0.00 0.000 243.57 0.00 0.00 0.00 8.00 0.01 0.000 243.57 0.01 0.01 0.00 8.50 0.02 0.000 243.57 0.02 0.02 0.00 9.00 0.03 0.000 243.57 0.03 0.03 0.00 9.50 0.04 0.000 243.57 0.04 0.04 0.00 10.00 0.05 0.000 243.57 0.05 0.05 0.00 10.50 0.08 0.000 243.57 0.08 0.08 0.00 11.00 0.12 0.000 243.57 0.12 0.12 0.00 11.50 0.22 0.000 243.57 0.22 0.22 0.00 12.00 2.37 0.000 243.61 2.35 2.35 0.00 12.50 1.07 0.000 243.59 1.07 1.07 0.00 13.00 0.38 0.000 243.58 0.38 0.38 0.00 13.50 0.27 0.000 243.57 0.27 0.27 0.00 14.00 0.21 0.000 243.57 0.21 0.21 0.00 14.50 0.17 0.000 243.57 0.17 0.17 0.00 15.00 0.15 0.000 243.57 0.15 0.15 0.00 15.50 0.14 0.000 243.57 0.14 0.14 0.00 16.00 0.12 0.000 243.57 0.12 0.12 0.00 16.50 0.11 0.000 243.57 0.11 0.11 0.00 17.00 0.10 0.000 243.57 0.10 0.10 0.00 17.50 0.10 0.000 243.57 0.10 0.10 0.00 18.00 0.09 0.000 243.57 0.09 0.09 0.00 18.50 0.09 0.000 243.57 0.09 0.09 0.00 19.00 0.08 0.000 243.57 0.08 0.08 0.00 19.50 0.07 0.000 243.57 0.07 0.07 0.00 20.00 0.07 0.000 243.57 0.07 0.07 0.00 20.50 0.06 0.000 243.57 0.06 0.06 0.00 21.00 0.06 0.000 243.57 0.06 0.06 0.00 21.50 0.06 0.000 243.57 0.06 0.06 0.00 22.00 0.06 0.000 243.57 0.06 0.06 0.00 22.50 0.06 0.000 243.57 0.06 0.06 0.00 23.00 0.06 0.000 243.57 0.06 0.06 0.00 23.50 0.06 0.000 243.57 0.06 0.06 0.00 24.00 0.06 0.000 243.57 0.06 0.06 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 54 Summary for Pond P2: Proposed 8' Diameter Drywell Inflow Area = 0.232 ac, 100.00% Impervious, Inflow Depth > 3.53" for 10 Year event Inflow = 1.24 cfs @ 11.97 hrs, Volume= 0.068 of Outflow = 1.00 cfs @ 12.02 hrs, Volume= 0.068 af, Atten= 20%, Lag= 3.0 min Discarded = 1.00 cfs @ 12.02 hrs, Volume= 0.068 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.77' @ 12.02 hrs Surf.Area= 173 sf Storage= 174 cf Plug -Flow detention time= 0.8 min calculated for 0.068 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 749.1 - 748.4 ) Volume Invert Avail.Storage Storage Description #1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc) 924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids #2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 248.69' 4 cf Custom Stage Data (Irregular)Listed below 514 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 173 46.6 0 0 173 249.36 173 46.6 924 924 422 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 50 12.6 0 0 50 248.69 50 12.6 233 233 109 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 248.69 3 6.3 0 0 3 250.07 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=0.99 cfs @ 12.02 hrs HW=245.77' (Free Discharge) L1=Exfiltration (Controls 0.99 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 55 3 0 U- Pond P2: Proposed 8' Diameter Drywell Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow Discarded Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 56 Hydrograph for Pond P2: Proposed 8' Diameter Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 244.02 0.00 0.50 0.00 0 244.02 0.00 1.00 0.00 0 244.02 0.00 1.50 0.00 0 244.02 0.00 2.00 0.00 0 244.02 0.00 2.50 0.00 0 244.02 0.00 3.00 0.01 0 244.02 0.01 3.50 0.01 0 244.02 0.01 4.00 0.01 0 244.02 0.01 4.50 0.01 0 244.02 0.01 5.00 0.01 0 244.02 0.01 5.50 0.01 0 244.02 0.01 6.00 0.01 0 244.02 0.01 6.50 0.01 0 244.02 0.01 7.00 0.01 0 244.02 0.01 7.50 0.02 0 244.02 0.02 8.00 0.02 0 244.02 0.02 8.50 0.02 0 244.02 0.02 9.00 0.03 0 244.02 0.03 9.50 0.03 0 244.02 0.03 10.00 0.03 0 244.02 0.03 10.50 0.04 0 244.02 0.04 11.00 0.06 1 244.03 0.06 11.50 0.10 1 244.03 0.09 12.00 1.13 169 245.73 0.98 12.50 0.09 1 244.03 0.10 13.00 0.06 1 244.03 0.06 13.50 0.04 0 244.02 0.04 14.00 0.03 0 244.02 0.03 14.50 0.03 0 244.02 0.03 15.00 0.03 0 244.02 0.03 15.50 0.02 0 244.02 0.02 16.00 0.02 0 244.02 0.02 16.50 0.02 0 244.02 0.02 17.00 0.02 0 244.02 0.02 17.50 0.02 0 244.02 0.02 18.00 0.02 0 244.02 0.02 18.50 0.01 0 244.02 0.01 19.00 0.01 0 244.02 0.01 19.50 0.01 0 244.02 0.01 20.00 0.01 0 244.02 0.01 20.50 0.01 0 244.02 0.01 21.00 0.01 0 244.02 0.01 21.50 0.01 0 244.02 0.01 22.00 0.01 0 244.02 0.01 22.50 0.01 0 244.02 0.01 23.00 0.01 0 244.02 0.01 23.50 0.01 0 244.02 0.01 24.00 0.01 0 244.02 0.01 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 57 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>2.91" Tc=6.0 min CN=68 Runoff=1.99 cfs 0.093 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>4.64" Flow Length=123' Tc=21.0 min CN=85 Runoff=7.32 cfs 0.572 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth>0.88" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.44 cfs 0.041 of Subcatchment DA4: Subcatchment#4 Runoff Area=10.099 sf 100.00% Impervious Runoff Depth>6.14" Tc=6.0 min CN=98 Runoff=2.11 cfs 0.119 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=1.99 cfs 0.093 of Outflow=1.99 cfs 0.093 of Reach DP2: Discharge Point 2 Inflow=0.44 cfs 0.041 of Outflow=0.44 cfs 0.041 of Pond CB2: Catch Basin #2 Peak Elev=251.75' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100'/' Outflow=7.32 cfs 0.572 of Pond HDS: First Defense Hydrodynamic Separator Peak Elev=247.28' Inflow=7.32 cfs 0.572 of 15.0" Round Culvert n=0.012 L=3.0' S=0.0100'/' Outflow=7.32 cfs 0.572 of Pond MI -11: Manhole #2 Peak Elev=251.25' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100'/' Outflow=7.32 cfs 0.572 of Pond OWS: Oil/Water Separator Peak Elev=250.67' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=2.0' S=0.0000'/' Outflow=7.32 cfs 0.572 of Pond P1: StormTech SC -740 Infiltration Peak Elev=247.43' Storage=0.051 of Inflow=7.32 cfs 0.572 of Discarded=5.41 cfs 0.571 of Secondary=0.00 cfs 0.000 of Outflow=5.41 cfs 0.571 of Pond P2: Proposed 8' Diameter Drywell Peak Elev=248.14' Storage=408 cf Inflow=2.11 cfs 0.119 of Outflow=1.71 cfs 0.119 of Total Runoff Area = 2.644 ac Runoff Volume = 0.823 of Average Runoff Depth = 3.74" 37.48% Pervious = 0.991 ac 62.52% Impervious = 1.653 ac Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Depth> 2.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph 2t / N 1 F 1.99 cfs-'- I Yp IT a 11124—hir 1©0 Year Riainfall-M;-6.381 1" I I Rulhoff Area=16,626 sf 0 1 1 ol RLjnpff1I Vp1Ljnrie=0.09$1f OV oo I Ruinoff�Depth>2.911 L — —I— — —I— — —I- 00 000 Tc"6.10 ti h ON' 68 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 59 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.01 0.01 10.50 1.30 0.03 0.02 11.00 1.50 0.06 0.03 11.50 1.81 0.13 0.07 12.00 4.23 1.35 1.88 12.50 4.69 1.66 0.18 13.00 4.93 1.83 0.11 13.50 5.10 1.95 0.09 14.00 5.23 2.05 0.07 14.50 5.34 2.13 0.06 15.00 5.45 2.20 0.06 15.50 5.54 2.27 0.05 16.00 5.61 2.33 0.04 16.50 5.69 2.38 0.04 17.00 5.75 2.43 0.04 17.50 5.82 2.48 0.04 18.00 5.88 2.53 0.03 18.50 5.93 2.57 0.03 19.00 5.98 2.61 0.03 19.50 6.03 2.64 0.03 20.00 6.07 2.68 0.03 20.50 6.11 2.71 0.02 21.00 6.16 2.74 0.02 21.50 6.19 2.77 0.02 22.00 6.23 2.80 0.02 22.50 6.27 2.83 0.02 23.00 6.31 2.86 0.02 23.50 6.34 2.89 0.02 24.00 6.38 2.92 0.02 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Depth> 4.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph 8 7.32 cfs ------------------------ I I - - I I I 7 Type H:44-�Ihrl 10 0 Year In f a] 6113 V --I --- I --- I-- 6 Runoff AreaOPEN 1164,381 sf 1 1 1 1 1 1 1 1 1 s / I Runoff Voilumq=:Q.612, af I I I I I I I I Ru-no-ff Depth>4.64'1'___,__- 4 1123--- i t I I I■ I I I I I -I I -I s ' Tc=21.01, m', i n 11 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 61 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.01 0.01 6.00 0.51 0.01 0.02 6.50 0.57 0.02 0.03 7.00 0.63 0.04 0.04 7.50 0.70 0.06 0.05 8.00 0.77 0.08 0.06 8.50 0.84 0.11 0.08 9.00 0.94 0.15 0.11 9.50 1.04 0.19 0.14 10.00 1.15 0.25 0.17 10.50 1.30 0.33 0.23 11.00 1.50 0.45 0.34 11.50 1.81 0.66 0.56 12.00 4.23 2.66 5.05 12.50 4.69 3.08 2.08 13.00 4.93 3.30 0.72 13.50 5.10 3.46 0.50 14.00 5.23 3.58 0.38 14.50 5.34 3.69 0.32 15.00 5.45 3.78 0.29 15.50 5.54 3.87 0.26 16.00 5.61 3.94 0.22 16.50 5.69 4.01 0.20 17.00 5.75 4.07 0.19 17.50 5.82 4.13 0.18 18.00 5.88 4.19 0.17 18.50 5.93 4.24 0.16 19.00 5.98 4.29 0.15 19.50 6.03 4.33 0.14 20.00 6.07 4.37 0.12 20.50 6.11 4.41 0.12 21.00 6.16 4.45 0.11 21.50 6.19 4.49 0.11 22.00 6.23 4.52 0.11 22.50 6.27 4.56 0.11 23.00 6.31 4.59 0.11 23.50 6.34 4.63 0.10 24.00 6.38 4.66 0.10 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Depth> 0.88" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph 0.48 + i + + + + i + + i + + 1 1+ + i + + + i ❑ Runoff 0.461 0.44 cfs 0.44T-ty + + �--- �++ pe � 1 1 0.42 + + 1 r +i+++ i+rt+ii++ri 0.4 wth- f 63 W 0.3800-Y ---- ] 1 ++++++ 0.36'� '' � 0.34 Run off Area=24A74-.�- 0.32+ r+i ++++++ii++ri 0.3 AllUP, (A u Fn q-- 1 ■04'1 -a 0.28 ++++++++++++++++ 0.26 Runoff DeptK>OL.8811' '1 �� '1 '1 0.24 LLLI L�� -- -L- - -L 0.22 F�{�w LLe n h� � � � , 7 T F � 7 T , � T � , 0.2 0.181'i�=1•L'iMin +++++++++- - + - - + - - +i 0.16 ,i ------------------------------ 0.14 0.12 0.08 0.06 0.04 ----+-+-+---+-++- - ----- 00, 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 63 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.00 0.00 10.50 1.30 0.00 0.00 11.00 1.50 0.00 0.00 11.50 1.81 0.00 0.00 12.00 4.23 0.20 0.21 12.50 4.69 0.31 0.13 13.00 4.93 0.37 0.07 13.50 5.10 0.43 0.06 14.00 5.23 0.47 0.05 14.50 5.34 0.50 0.04 15.00 5.45 0.54 0.04 15.50 5.54 0.57 0.03 16.00 5.61 0.60 0.03 16.50 5.69 0.62 0.03 17.00 5.75 0.65 0.03 17.50 5.82 0.67 0.03 18.00 5.88 0.69 0.02 18.50 5.93 0.71 0.02 19.00 5.98 0.73 0.02 19.50 6.03 0.75 0.02 20.00 6.07 0.77 0.02 20.50 6.11 0.78 0.02 21.00 6.16 0.80 0.02 21.50 6.19 0.81 0.02 22.00 6.23 0.83 0.02 22.50 6.27 0.84 0.02 23.00 6.31 0.86 0.02 23.50 6.34 0.87 0.02 24.00 6.38 0.89 0.02 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment DA4: Subcatchment #4 Runoff = 2.11 cfs @ 11.97 hrs, Volume= 0.119 af, Depth> 6.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Description 101099 98 Paved parking, HSG A 105099 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA4: Subcatchment #4 Hydrograph 2.11 cfs 2 1 --- 1 Typ 100 'Year Riainfall-M;-6-381" Runoff Arl a=110,099 5f Runoff Vp1qnri1e=O.1 1$ of Runoff Depth>6. 4LL " Tc"6.'G i ON' 98 Time (hours) ❑ Runoff Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 65 Hydrograph for Subcatchment DA4: Subcatchment #4 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.01 0.01 2.00 0.14 0.03 0.01 2.50 0.18 0.06 0.01 3.00 0.22 0.08 0.01 3.50 0.26 0.12 0.02 4.00 0.31 0.15 0.02 4.50 0.35 0.19 0.02 5.00 0.40 0.23 0.02 5.50 0.45 0.28 0.02 6.00 0.51 0.33 0.02 6.50 0.57 0.38 0.03 7.00 0.63 0.44 0.03 7.50 0.70 0.50 0.03 8.00 0.77 0.57 0.03 8.50 0.84 0.64 0.04 9.00 0.94 0.73 0.04 9.50 1.04 0.83 0.05 10.00 1.15 0.94 0.06 10.50 1.30 1.09 0.07 11.00 1.50 1.28 0.10 11.50 1.81 1.58 0.16 12.00 4.23 3.99 1.92 12.50 4.69 4.45 0.16 13.00 4.93 4.69 0.10 13.50 5.10 4.86 0.07 14.00 5.23 4.99 0.06 14.50 5.34 5.11 0.05 15.00 5.45 5.21 0.05 15.50 5.54 5.30 0.04 16.00 5.61 5.38 0.04 16.50 5.69 5.45 0.03 17.00 5.75 5.52 0.03 17.50 5.82 5.58 0.03 18.00 5.88 5.64 0.03 18.50 5.93 5.69 0.03 19.00 5.98 5.74 0.02 19.50 6.03 5.79 0.02 20.00 6.07 5.84 0.02 20.50 6.11 5.88 0.02 21.00 6.16 5.92 0.02 21.50 6.19 5.96 0.02 22.00 6.23 5.99 0.02 22.50 6.27 6.03 0.02 23.00 6.31 6.07 0.02 23.50 6.34 6.11 0.02 24.00 6.38 6.14 0.02 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 66 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 0.382 ac, 48.68% Impervious, Inflow Depth > 2.91 " for 100 Year event Inflow = 1.99 cfs @ 11.98 hrs, Volume= 0.093 of Outflow = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs FA 3 E 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 67 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.01 0.01 10.50 0.02 0.02 11.00 0.03 0.03 11.50 0.07 0.07 12.00 1.88 1.88 12.50 0.18 0.18 13.00 0.11 0.11 13.50 0.09 0.09 14.00 0.07 0.07 14.50 0.06 0.06 15.00 0.06 0.06 15.50 0.05 0.05 16.00 0.04 0.04 16.50 0.04 0.04 17.00 0.04 0.04 17.50 0.04 0.04 18.00 0.03 0.03 18.50 0.03 0.03 19.00 0.03 0.03 19.50 0.03 0.03 20.00 0.03 0.03 20.50 0.02 0.02 21.00 0.02 0.02 21.50 0.02 0.02 22.00 0.02 0.02 22.50 0.02 0.02 23.00 0.02 0.02 23.50 0.02 0.02 24.00 0.02 0.02 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 68 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.88" for 100 Year event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 of Outflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 y 0.28 0.26 0.24 ° 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 69 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.21 0.21 12.50 0.13 0.13 13.00 0.07 0.07 13.50 0.06 0.06 14.00 0.05 0.05 14.50 0.04 0.04 15.00 0.04 0.04 15.50 0.03 0.03 16.00 0.03 0.03 16.50 0.03 0.03 17.00 0.03 0.03 17.50 0.03 0.03 18.00 0.02 0.02 18.50 0.02 0.02 19.00 0.02 0.02 19.50 0.02 0.02 20.00 0.02 0.02 20.50 0.02 0.02 21.00 0.02 0.02 21.50 0.02 0.02 22.00 0.02 0.02 22.50 0.02 0.02 23.00 0.02 0.02 23.50 0.02 0.02 24.00 0.02 0.02 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 70 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 251.75' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.75' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond CB2: Catch Basin #2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 71 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.27 0.00 5.50 0.01 245.30 0.01 6.00 0.02 245.33 0.02 6.50 0.03 245.34 0.03 7.00 0.04 245.36 0.04 7.50 0.05 245.37 0.05 8.00 0.06 245.39 0.06 8.50 0.08 245.40 0.08 9.00 0.11 245.43 0.11 9.50 0.14 245.45 0.14 10.00 0.17 245.47 0.17 10.50 0.23 245.51 0.23 11.00 0.34 245.57 0.34 11.50 0.56 245.68 0.56 12.00 5.05 248.61 5.05 12.50 2.08 246.23 2.08 13.00 0.72 245.74 0.72 13.50 0.50 245.65 0.50 14.00 0.38 245.60 0.38 14.50 0.32 245.56 0.32 15.00 0.29 245.55 0.29 15.50 0.26 245.53 0.26 16.00 0.22 245.51 0.22 16.50 0.20 245.50 0.20 17.00 0.19 245.49 0.19 17.50 0.18 245.48 0.18 18.00 0.17 245.47 0.17 18.50 0.16 245.47 0.16 19.00 0.15 245.46 0.15 19.50 0.14 245.45 0.14 20.00 0.12 245.44 0.12 20.50 0.12 245.43 0.12 21.00 0.11 245.43 0.11 21.50 0.11 245.43 0.11 22.00 0.11 245.43 0.11 22.50 0.11 245.43 0.11 23.00 0.11 245.43 0.11 23.50 0.10 245.42 0.10 24.00 0.10 245.42 0.10 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 72 Summary for Pond HDS: First Defense Hydrodynamic Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.28' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 15.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/244.17' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=247.28' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 5.96 fps) 3 0 U- Pond HDS: First Defense Hydrodynamic Separator Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 73 Hydrograph for Pond HDS: First Defense Hydrodynamic Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.23 0.00 5.50 0.01 244.25 0.01 6.00 0.02 244.28 0.02 6.50 0.03 244.29 0.03 7.00 0.04 244.31 0.04 7.50 0.05 244.32 0.05 8.00 0.06 244.34 0.06 8.50 0.08 244.36 0.08 9.00 0.11 244.38 0.11 9.50 0.14 244.41 0.14 10.00 0.17 244.43 0.17 10.50 0.23 244.47 0.23 11.00 0.34 244.54 0.34 11.50 0.56 244.65 0.56 12.00 5.05 246.00 5.05 12.50 2.08 245.13 2.08 13.00 0.72 244.71 0.72 13.50 0.50 244.62 0.50 14.00 0.38 244.56 0.38 14.50 0.32 244.53 0.32 15.00 0.29 244.51 0.29 15.50 0.26 244.49 0.26 16.00 0.22 244.47 0.22 16.50 0.20 244.46 0.20 17.00 0.19 244.45 0.19 17.50 0.18 244.44 0.18 18.00 0.17 244.43 0.17 18.50 0.16 244.42 0.16 19.00 0.15 244.41 0.15 19.50 0.14 244.41 0.14 20.00 0.12 244.40 0.12 20.50 0.12 244.39 0.12 21.00 0.11 244.39 0.11 21.50 0.11 244.39 0.11 22.00 0.11 244.38 0.11 22.50 0.11 244.38 0.11 23.00 0.11 244.38 0.11 23.50 0.10 244.38 0.10 24.00 0.10 244.38 0.10 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 74 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 251.25' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.25' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond M H 1: Manhole #2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 75 Hydrograph for Pond MI -11: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.77 0.00 5.50 0.01 244.80 0.01 6.00 0.02 244.83 0.02 6.50 0.03 244.84 0.03 7.00 0.04 244.86 0.04 7.50 0.05 244.87 0.05 8.00 0.06 244.89 0.06 8.50 0.08 244.90 0.08 9.00 0.11 244.93 0.11 9.50 0.14 244.95 0.14 10.00 0.17 244.97 0.17 10.50 0.23 245.01 0.23 11.00 0.34 245.07 0.34 11.50 0.56 245.18 0.56 12.00 5.05 248.11 5.05 12.50 2.08 245.73 2.08 13.00 0.72 245.24 0.72 13.50 0.50 245.15 0.50 14.00 0.38 245.10 0.38 14.50 0.32 245.06 0.32 15.00 0.29 245.05 0.29 15.50 0.26 245.03 0.26 16.00 0.22 245.01 0.22 16.50 0.20 245.00 0.20 17.00 0.19 244.99 0.19 17.50 0.18 244.98 0.18 18.00 0.17 244.97 0.17 18.50 0.16 244.97 0.16 19.00 0.15 244.96 0.15 19.50 0.14 244.95 0.14 20.00 0.12 244.94 0.12 20.50 0.12 244.93 0.12 21.00 0.11 244.93 0.11 21.50 0.11 244.93 0.11 22.00 0.11 244.93 0.11 22.50 0.11 244.93 0.11 23.00 0.11 244.93 0.11 23.50 0.10 244.92 0.10 24.00 0.10 244.92 0.10 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 76 Summary for Pond OWS: Oil/Water Separator Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 250.67' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.17' 12.0" Round Culvert L= 2.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 244.17'/ 244.17' S= 0.0000 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=250.67' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond OWS: Oil/Water Separator Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 77 Hydrograph for Pond OWS: Oil/Water Separator Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.17 0.00 0.50 0.00 244.17 0.00 1.00 0.00 244.17 0.00 1.50 0.00 244.17 0.00 2.00 0.00 244.17 0.00 2.50 0.00 244.17 0.00 3.00 0.00 244.17 0.00 3.50 0.00 244.17 0.00 4.00 0.00 244.17 0.00 4.50 0.00 244.17 0.00 5.00 0.00 244.21 0.00 5.50 0.01 244.24 0.01 6.00 0.02 244.26 0.02 6.50 0.03 244.29 0.03 7.00 0.04 244.30 0.04 7.50 0.05 244.32 0.05 8.00 0.06 244.34 0.06 8.50 0.08 244.36 0.08 9.00 0.11 244.39 0.11 9.50 0.14 244.41 0.14 10.00 0.17 244.44 0.17 10.50 0.23 244.49 0.23 11.00 0.34 244.56 0.34 11.50 0.56 244.68 0.56 12.00 5.05 247.53 5.05 12.50 2.08 245.26 2.08 13.00 0.72 244.75 0.72 13.50 0.50 244.65 0.50 14.00 0.38 244.59 0.38 14.50 0.32 244.55 0.32 15.00 0.29 244.53 0.29 15.50 0.26 244.51 0.26 16.00 0.22 244.48 0.22 16.50 0.20 244.47 0.20 17.00 0.19 244.46 0.19 17.50 0.18 244.45 0.18 18.00 0.17 244.44 0.17 18.50 0.16 244.43 0.16 19.00 0.15 244.42 0.15 19.50 0.14 244.41 0.14 20.00 0.12 244.40 0.12 20.50 0.12 244.39 0.12 21.00 0.11 244.39 0.11 21.50 0.11 244.39 0.11 22.00 0.11 244.39 0.11 22.50 0.11 244.39 0.11 23.00 0.11 244.38 0.11 23.50 0.10 244.38 0.10 24.00 0.10 244.38 0.10 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 78 Summary for Pond P1: StormTech SC -740 Infiltration System Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 5.41 cfs @ 12.26 hrs, Volume= 0.571 af, Atten= 26%, Lag= 7.8 min Discarded = 5.41 cfs @ 12.26 hrs, Volume= 0.571 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 247.43' @ 12.26 hrs Surf.Area= 0.023 ac Storage= 0.051 of Plug -Flow detention time= 2.6 min calculated for 0.571 of (100% of inflow) Center -of -Mass det. time= 2.2 min (808.3 - 806.2 ) Volume Invert Avail.Storage Storage Description #1A 243.57' 0.026 of 25.25'W x 39.22'L x 4.00'H Field A 0.091 of Overall - 0.026 of Embedded = 0.065 of x 40.0% Voids #2A 244.07' 0.026 of ADS_StormTech SC -740 +Cap x 25 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap 5 Rows of 5 Chambers 0.052 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 243.57' 134.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 238.50' #2 Secondary 247.56' 12.0" Round Culvert L= 33.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 247.56'/241.53' S= 0.1827 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=5.41 cfs @ 12.26 hrs HW=247.43' (Free Discharge) L1=Exfiltration (Controls 5.41 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=243.57' (Free Discharge) L2=Culvert (Controls 0.00 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 79 3 0 LL Pond P1: StormTech SC -740 Infiltration System Hydrograph 111 — 0.00 Cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Inflow Outflow Discarded Secondary Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 80 Hydrograph for Pond P1: StormTech SC -740 Infiltration System Time Inflow Storage Elevation Outflow Discarded Secondary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.000 243.57 0.00 0.00 0.00 0.50 0.00 0.000 243.57 0.00 0.00 0.00 1.00 0.00 0.000 243.57 0.00 0.00 0.00 1.50 0.00 0.000 243.57 0.00 0.00 0.00 2.00 0.00 0.000 243.57 0.00 0.00 0.00 2.50 0.00 0.000 243.57 0.00 0.00 0.00 3.00 0.00 0.000 243.57 0.00 0.00 0.00 3.50 0.00 0.000 243.57 0.00 0.00 0.00 4.00 0.00 0.000 243.57 0.00 0.00 0.00 4.50 0.00 0.000 243.57 0.00 0.00 0.00 5.00 0.00 0.000 243.57 0.00 0.00 0.00 5.50 0.01 0.000 243.57 0.01 0.01 0.00 6.00 0.02 0.000 243.57 0.02 0.02 0.00 6.50 0.03 0.000 243.57 0.03 0.03 0.00 7.00 0.04 0.000 243.57 0.04 0.04 0.00 7.50 0.05 0.000 243.57 0.05 0.05 0.00 8.00 0.06 0.000 243.57 0.06 0.06 0.00 8.50 0.08 0.000 243.57 0.08 0.08 0.00 9.00 0.11 0.000 243.57 0.11 0.11 0.00 9.50 0.14 0.000 243.57 0.14 0.14 0.00 10.00 0.17 0.000 243.57 0.17 0.17 0.00 10.50 0.23 0.000 243.57 0.23 0.23 0.00 11.00 0.34 0.000 243.58 0.34 0.34 0.00 11.50 0.56 0.000 243.58 0.56 0.56 0.00 12.00 5.05 0.006 244.15 3.42 3.42 0.00 12.50 2.08 0.023 245.14 4.02 4.02 0.00 13.00 0.72 0.000 243.58 0.72 0.72 0.00 13.50 0.50 0.000 243.58 0.50 0.50 0.00 14.00 0.38 0.000 243.58 0.38 0.38 0.00 14.50 0.32 0.000 243.58 0.32 0.32 0.00 15.00 0.29 0.000 243.57 0.29 0.29 0.00 15.50 0.26 0.000 243.57 0.26 0.26 0.00 16.00 0.22 0.000 243.57 0.22 0.22 0.00 16.50 0.20 0.000 243.57 0.20 0.20 0.00 17.00 0.19 0.000 243.57 0.19 0.19 0.00 17.50 0.18 0.000 243.57 0.18 0.18 0.00 18.00 0.17 0.000 243.57 0.17 0.17 0.00 18.50 0.16 0.000 243.57 0.16 0.16 0.00 19.00 0.15 0.000 243.57 0.15 0.15 0.00 19.50 0.14 0.000 243.57 0.14 0.14 0.00 20.00 0.12 0.000 243.57 0.12 0.12 0.00 20.50 0.12 0.000 243.57 0.12 0.12 0.00 21.00 0.11 0.000 243.57 0.11 0.11 0.00 21.50 0.11 0.000 243.57 0.11 0.11 0.00 22.00 0.11 0.000 243.57 0.11 0.11 0.00 22.50 0.11 0.000 243.57 0.11 0.11 0.00 23.00 0.11 0.000 243.57 0.11 0.11 0.00 23.50 0.10 0.000 243.57 0.10 0.10 0.00 24.00 0.10 0.000 243.57 0.10 0.10 0.00 Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 81 Summary for Pond P2: Proposed 8' Diameter Drywell Inflow Area = 0.232 ac, 100.00% Impervious, Inflow Depth > 6.14" for 100 Year event Inflow = 2.11 cfs @ 11.97 hrs, Volume= 0.119 of Outflow = 1.71 cfs @ 12.02 hrs, Volume= 0.119 af, Atten= 19%, Lag= 3.0 min Discarded = 1.71 cfs @ 12.02 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 248.14' @ 12.02 hrs Surf.Area= 173 sf Storage= 408 cf Plug -Flow detention time= 1.3 min calculated for 0.118 of (100% of inflow) Center -of -Mass det. time= 1.2 min ( 740.6 - 739.4 ) Volume Invert Avail.Storage Storage Description #1 244.02' 276 cf Custom Stage Data (Irregular)Listed below (Recalc) 924 cf Overall - 233 cf Embedded = 690 cf x 40.0% Voids #2 244.02' 233 cf Custom Stage Data (Irregular)Listed below (Recalc) Inside #1 #3 248.69' 4 cf Custom Stage Data (Irregular)Listed below 514 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 173 46.6 0 0 173 249.36 173 46.6 924 924 422 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 244.02 50 12.6 0 0 50 248.69 50 12.6 233 233 109 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 248.69 3 6.3 0 0 3 250.07 3 6.3 4 4 12 Device Routing Invert Outlet Devices #1 Discarded 244.02' 134.000 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 238.50' Discarded OutFlow Max=1.71 cfs @ 12.02 hrs HW=248.13' (Free Discharge) L1=Exfiltration (Controls 1.71 cfs) Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 82 3 0 U- Pond P2: Proposed 8' Diameter Drywell Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow Discarded Weibel - Postdevelopment Postdevelopment Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 83 Hydrograph for Pond P2: Proposed 8' Diameter Drywell Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 244.02 0.00 0.50 0.00 0 244.02 0.00 1.00 0.00 0 244.02 0.00 1.50 0.01 0 244.02 0.01 2.00 0.01 0 244.02 0.01 2.50 0.01 0 244.02 0.01 3.00 0.01 0 244.02 0.01 3.50 0.02 0 244.02 0.02 4.00 0.02 0 244.02 0.02 4.50 0.02 0 244.02 0.02 5.00 0.02 0 244.02 0.02 5.50 0.02 0 244.02 0.02 6.00 0.02 0 244.02 0.02 6.50 0.03 0 244.02 0.03 7.00 0.03 0 244.02 0.03 7.50 0.03 0 244.02 0.03 8.00 0.03 0 244.02 0.03 8.50 0.04 0 244.02 0.04 9.00 0.04 0 244.02 0.04 9.50 0.05 1 244.03 0.05 10.00 0.06 1 244.03 0.06 10.50 0.07 1 244.03 0.07 11.00 0.10 1 244.03 0.10 11.50 0.16 2 244.04 0.16 12.00 1.92 401 248.07 1.69 12.50 0.16 2 244.04 0.16 13.00 0.10 1 244.03 0.10 13.50 0.07 1 244.03 0.07 14.00 0.06 1 244.03 0.06 14.50 0.05 1 244.03 0.05 15.00 0.05 0 244.03 0.05 15.50 0.04 0 244.02 0.04 16.00 0.04 0 244.02 0.04 16.50 0.03 0 244.02 0.03 17.00 0.03 0 244.02 0.03 17.50 0.03 0 244.02 0.03 18.00 0.03 0 244.02 0.03 18.50 0.03 0 244.02 0.03 19.00 0.02 0 244.02 0.02 19.50 0.02 0 244.02 0.02 20.00 0.02 0 244.02 0.02 20.50 0.02 0 244.02 0.02 21.00 0.02 0 244.02 0.02 21.50 0.02 0 244.02 0.02 22.00 0.02 0 244.02 0.02 22.50 0.02 0 244.02 0.02 23.00 0.02 0 244.02 0.02 23.50 0.02 0 244.02 0.02 24.00 0.02 0 244.02 0.02 DA1 DP1 Subcatchment #1 Disc arge Point 3 (DOT Catch Basin #2) CB cB (D)A:2� CB2 H1 CB DS Subcatchment #2 Catch Basin #2 Manhole #2 Manhole #2 CD3 Subcatc ment #3 D P2 Discharge Point 2 Subcat Reach Aon Link Routing Diagram for Postdevelopment_No Control Prepared by Stewart's Shops, Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.768 39 >75% Grass cover, Good, HSG A (DA1, DA2, DA3) 1.421 98 Paved parking, HSG A (DA1, DA2, DA3) 0.223 30 Woods, Good, HSG A (DA3) 2.412 73 TOTAL AREA Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>0.28" Tc=6.0 min CN=68 Runoff=0.14 cfs 0.009 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>0.97" Flow Length=123' Tc=21.0 min CN=85 Runoff=1.54 cfs 0.119 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth=0.00" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.00 cfs 0.000 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=1.58 cfs 0.128 of Outflow=1.58 cfs 0.128 of Reach DP2: Discharge Point 2 Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond CB2: Catch Basin #2 Peak Elev=246.02' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100'/' Outflow=1.54 cfs 0.119 of Pond HDS: Manhole #2 Peak Elev=244.97' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=68.0' S=0.0393'/' Outflow=1.54 cfs 0.119 of Pond MI -1111: Manhole #2 Peak Elev=245.52' Inflow=1.54 cfs 0.119 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100'/' Outflow=1.54 cfs 0.119 of Total Runoff Area = 2.412 ac Runoff Volume = 0.128 of Average Runoff Depth = 0.64" 41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.009 af, Depth> 0.28" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph 0.16 !! ! !! ! ! ! ! ❑ Runoff 0.15 1 1 1 0.14 cfs I hir -F I T24= - J 0.14 0.13 4 Yaar Rai r4a 1�2.241" 0.12 +++++++ �Ruhoffi4rea�=166265f 0.11 0.1�Ono YPIUMI ff U) 0.09 � � ���� .� Runoff IDS thI0281 0.08 � � � � � � � � � � � � � 1 1 1 1 1� 1 1 1 1 OI T T T I T T T T I T T T I I LL 0.07 1I 1 Tcm:�61110 rbh 0.06 N_I6 0.05 +++++++ I+++III+++I 0.04 I II!! ! III! ! I I!! ! III! ! ! 1 0.03 II�T�II��T I T�IIIT 0.02 0.01 0I oil 1. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.06 0.14 12.50 1.65 0.09 0.02 13.00 1.73 0.11 0.01 13.50 1.79 0.13 0.01 14.00 1.84 0.14 0.01 14.50 1.88 0.16 0.01 15.00 1.91 0.17 0.01 15.50 1.94 0.18 0.01 16.00 1.97 0.18 0.01 16.50 2.00 0.19 0.01 17.00 2.02 0.20 0.01 17.50 2.04 0.21 0.01 18.00 2.06 0.22 0.01 18.50 2.08 0.22 0.01 19.00 2.10 0.23 0.00 19.50 2.12 0.24 0.00 20.00 2.13 0.24 0.00 20.50 2.15 0.25 0.00 21.00 2.16 0.25 0.00 21.50 2.17 0.26 0.00 22.00 2.19 0.26 0.00 22.50 2.20 0.27 0.00 23.00 2.21 0.27 0.00 23.50 2.23 0.28 0.00 24.00 2.24 0.28 0.00 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Depth> 0.97" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph 1.54 cfs Iryp r' 1 111 Year Raiinfall,7=211.24" 11 Runoff AreaOPEN 64,381 sf Rianaf'f Vlolumq=q.1-119af, .� Runoff Dellth>0.97 P O Flow LdnOth=1123' Tc=21.01m', i n I I 4N=85 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.01 0.01 11.00 0.53 0.02 0.03 11.50 0.63 0.04 0.06 12.00 1.49 0.44 0.94 12.50 1.65 0.55 0.49 13.00 1.73 0.60 0.19 13.50 1.79 0.64 0.13 14.00 1.84 0.68 0.10 14.50 1.88 0.71 0.08 15.00 1.91 0.73 0.08 15.50 1.94 0.75 0.07 16.00 1.97 0.77 0.06 16.50 2.00 0.79 0.06 17.00 2.02 0.81 0.05 17.50 2.04 0.83 0.05 18.00 2.06 0.84 0.05 18.50 2.08 0.86 0.04 19.00 2.10 0.87 0.04 19.50 2.12 0.88 0.04 20.00 2.13 0.89 0.03 20.50 2.15 0.90 0.03 21.00 2.16 0.92 0.03 21.50 2.17 0.93 0.03 22.00 2.19 0.94 0.03 22.50 2.20 0.95 0.03 23.00 2.21 0.96 0.03 23.50 2.23 0.97 0.03 24.00 2.24 0.98 0.03 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA3: Subcatchment #3 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= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 Year Rainfall=2.24" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph �Type 11124—hir I 1 1 1 Year Rainfall-IIII-2.241" Rulnoff Area=24,074 sf R1n1ff V1lqm1e 10.000 1f I I Runoff Depth=1 0.0011" Flow LenOth=1 21 Tc=15.12 rn i 4�NM-141 0.00 cfs of 111 11 111 up 11. 1..11 to oil 11 111 go 1�1 11 111 @1 111 11 to IPI 11 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 9 Hydrograph for Subcatchment DA3: Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.01 0.00 0.00 1.00 0.02 0.00 0.00 1.50 0.04 0.00 0.00 2.00 0.05 0.00 0.00 2.50 0.06 0.00 0.00 3.00 0.08 0.00 0.00 3.50 0.09 0.00 0.00 4.00 0.11 0.00 0.00 4.50 0.12 0.00 0.00 5.00 0.14 0.00 0.00 5.50 0.16 0.00 0.00 6.00 0.18 0.00 0.00 6.50 0.20 0.00 0.00 7.00 0.22 0.00 0.00 7.50 0.24 0.00 0.00 8.00 0.27 0.00 0.00 8.50 0.30 0.00 0.00 9.00 0.33 0.00 0.00 9.50 0.37 0.00 0.00 10.00 0.41 0.00 0.00 10.50 0.46 0.00 0.00 11.00 0.53 0.00 0.00 11.50 0.63 0.00 0.00 12.00 1.49 0.00 0.00 12.50 1.65 0.00 0.00 13.00 1.73 0.00 0.00 13.50 1.79 0.00 0.00 14.00 1.84 0.00 0.00 14.50 1.88 0.00 0.00 15.00 1.91 0.00 0.00 15.50 1.94 0.00 0.00 16.00 1.97 0.00 0.00 16.50 2.00 0.00 0.00 17.00 2.02 0.00 0.00 17.50 2.04 0.00 0.00 18.00 2.06 0.00 0.00 18.50 2.08 0.00 0.00 19.00 2.10 0.00 0.00 19.50 2.12 0.00 0.00 20.00 2.13 0.00 0.00 20.50 2.15 0.00 0.00 21.00 2.16 0.00 0.00 21.50 2.17 0.00 0.00 22.00 2.19 0.00 0.00 22.50 2.20 0.00 0.00 23.00 2.21 0.00 0.00 23.50 2.23 0.00 0.00 24.00 2.24 0.00 0.00 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.860 ac, 72.29% Impervious, Inflow Depth > 0.83" for 1 Year event Inflow = 1.58 cfs @ 12.14 hrs, Volume= 0.128 of Outflow = 1.58 cfs @ 12.14 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 1 3 0 U- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 11 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.01 0.01 11.00 0.03 0.03 11.50 0.06 0.06 12.00 1.08 1.08 12.50 0.51 0.51 13.00 0.20 0.20 13.50 0.14 0.14 14.00 0.11 0.11 14.50 0.09 0.09 15.00 0.09 0.09 15.50 0.08 0.08 16.00 0.07 0.07 16.50 0.06 0.06 17.00 0.06 0.06 17.50 0.06 0.06 18.00 0.05 0.05 18.50 0.05 0.05 19.00 0.05 0.05 19.50 0.04 0.04 20.00 0.04 0.04 20.50 0.04 0.04 21.00 0.04 0.04 21.50 0.04 0.04 22.00 0.03 0.03 22.50 0.03 0.03 23.00 0.03 0.03 23.50 0.03 0.03 24.00 0.03 0.03 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth = 0.00" for 1 Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP2: Discharge Point 2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 13 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.00 0.00 13.00 0.00 0.00 13.50 0.00 0.00 14.00 0.00 0.00 14.50 0.00 0.00 15.00 0.00 0.00 15.50 0.00 0.00 16.00 0.00 0.00 16.50 0.00 0.00 17.00 0.00 0.00 17.50 0.00 0.00 18.00 0.00 0.00 18.50 0.00 0.00 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 14 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.02' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=246.02' (Free Discharge) Ll =Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Pond CB2: Catch Basin #2 Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 15 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.25 0.00 5.50 0.00 245.25 0.00 6.00 0.00 245.25 0.00 6.50 0.00 245.25 0.00 7.00 0.00 245.25 0.00 7.50 0.00 245.25 0.00 8.00 0.00 245.25 0.00 8.50 0.00 245.25 0.00 9.00 0.00 245.25 0.00 9.50 0.00 245.25 0.00 10.00 0.00 245.28 0.00 10.50 0.01 245.31 0.01 11.00 0.03 245.34 0.03 11.50 0.06 245.38 0.06 12.00 0.94 245.82 0.94 12.50 0.49 245.65 0.49 13.00 0.19 245.49 0.19 13.50 0.13 245.45 0.13 14.00 0.10 245.42 0.10 14.50 0.08 245.41 0.08 15.00 0.08 245.40 0.08 15.50 0.07 245.39 0.07 16.00 0.06 245.38 0.06 16.50 0.06 245.38 0.06 17.00 0.05 245.37 0.05 17.50 0.05 245.37 0.05 18.00 0.05 245.37 0.05 18.50 0.04 245.36 0.04 19.00 0.04 245.36 0.04 19.50 0.04 245.35 0.04 20.00 0.03 245.35 0.03 20.50 0.03 245.35 0.03 21.00 0.03 245.35 0.03 21.50 0.03 245.34 0.03 22.00 0.03 245.34 0.03 22.50 0.03 245.34 0.03 23.00 0.03 245.34 0.03 23.50 0.03 245.34 0.03 24.00 0.03 245.34 0.03 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 16 Summary for Pond HDS: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 244.97' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 12.0" Round Culvert L= 68.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/241.53' S= 0.0393 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=244.97' (Free Discharge) Ll =Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Pond HDS: Manhole #2 Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 17 Hydrograph for Pond HDS: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.20 0.00 5.50 0.00 244.20 0.00 6.00 0.00 244.20 0.00 6.50 0.00 244.20 0.00 7.00 0.00 244.20 0.00 7.50 0.00 244.20 0.00 8.00 0.00 244.20 0.00 8.50 0.00 244.20 0.00 9.00 0.00 244.20 0.00 9.50 0.00 244.20 0.00 10.00 0.00 244.23 0.00 10.50 0.01 244.26 0.01 11.00 0.03 244.29 0.03 11.50 0.06 244.33 0.06 12.00 0.94 244.77 0.94 12.50 0.49 244.60 0.49 13.00 0.19 244.44 0.19 13.50 0.13 244.40 0.13 14.00 0.10 244.37 0.10 14.50 0.08 244.36 0.08 15.00 0.08 244.35 0.08 15.50 0.07 244.34 0.07 16.00 0.06 244.33 0.06 16.50 0.06 244.33 0.06 17.00 0.05 244.32 0.05 17.50 0.05 244.32 0.05 18.00 0.05 244.32 0.05 18.50 0.04 244.31 0.04 19.00 0.04 244.31 0.04 19.50 0.04 244.30 0.04 20.00 0.03 244.30 0.03 20.50 0.03 244.30 0.03 21.00 0.03 244.30 0.03 21.50 0.03 244.29 0.03 22.00 0.03 244.29 0.03 22.50 0.03 244.29 0.03 23.00 0.03 244.29 0.03 23.50 0.03 244.29 0.03 24.00 0.03 244.29 0.03 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 0.97" for 1 Year event Inflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Outflow = 1.54 cfs @ 12.15 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary = 1.54 cfs @ 12.15 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 245.52' @ 12.15 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.54 cfs @ 12.15 hrs HW=245.52' (Free Discharge) Ll =Culvert (Inlet Controls 1.54 cfs @ 2.36 fps) Pond M H 1: Manhole #2 Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 1 Year Rainfall=2.24" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 19 Hydrograph for Pond MH1: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.75 0.00 5.50 0.00 244.75 0.00 6.00 0.00 244.75 0.00 6.50 0.00 244.75 0.00 7.00 0.00 244.75 0.00 7.50 0.00 244.75 0.00 8.00 0.00 244.75 0.00 8.50 0.00 244.75 0.00 9.00 0.00 244.75 0.00 9.50 0.00 244.75 0.00 10.00 0.00 244.78 0.00 10.50 0.01 244.81 0.01 11.00 0.03 244.84 0.03 11.50 0.06 244.88 0.06 12.00 0.94 245.32 0.94 12.50 0.49 245.15 0.49 13.00 0.19 244.99 0.19 13.50 0.13 244.95 0.13 14.00 0.10 244.92 0.10 14.50 0.08 244.91 0.08 15.00 0.08 244.90 0.08 15.50 0.07 244.89 0.07 16.00 0.06 244.88 0.06 16.50 0.06 244.88 0.06 17.00 0.05 244.87 0.05 17.50 0.05 244.87 0.05 18.00 0.05 244.87 0.05 18.50 0.04 244.86 0.04 19.00 0.04 244.86 0.04 19.50 0.04 244.85 0.04 20.00 0.03 244.85 0.03 20.50 0.03 244.85 0.03 21.00 0.03 244.85 0.03 21.50 0.03 244.84 0.03 22.00 0.03 244.84 0.03 22.50 0.03 244.84 0.03 23.00 0.03 244.84 0.03 23.50 0.03 244.84 0.03 24.00 0.03 244.84 0.03 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 20 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>1.06" Tc=6.0 min CN=68 Runoff=0.71 cfs 0.034 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>2.24" Flow Length=123' Tc=21.0 min CN=85 Runoff=3.60 cfs 0.276 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth>0.11" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.01 cfs 0.005 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=3.77 cfs 0.310 of Outflow=3.77 cfs 0.310 of Reach DP2: Discharge Point 2 Inflow=0.01 cfs 0.005 of Outflow=0.01 cfs 0.005 of Pond CB2: Catch Basin #2 Peak EIev=247.20' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100 T Outflow=3.60 cfs 0.276 of Pond HDS: Manhole #2 Peak Elev=246.15' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=68.0' S=0.0393'/' Outflow=3.60 cfs 0.276 of Pond MI -1111: Manhole #2 Peak EIev=246.70' Inflow=3.60 cfs 0.276 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100 T Outflow=3.60 cfs 0.276 of Total Runoff Area = 2.412 ac Runoff Volume = 0.315 of Average Runoff Depth = 1.57" 41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 0.71 cfs @ 11.98 hrs, Volume= 0.034 af, Depth> 1.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph I - - fi t _t t t- I ❑ Runoff 0.75 ZIL I I I 0.71 cfs I I I I I I I I I I I ------------------------------- I I 1la 24-hir 0.7 YIP -0- II�rt�II�rt+� I- SII 0.65 I I I I I I I I I I I I I- - 10 YI -Rainfallzm;17717- 0.6 I I I I I I I I I .I + + + + T 0.55 RufArea'6;6 65 II+++II+++I+++I II+++I 0.5 npff IVolump=o. 34-clf U) 0.45 I Run o Depth> I I I 1 0.41 � I IIIIIi I � III LL 0.35 Tc"6.06enih 0.3 I I I I I I I I I I I I I I I I I I I (I II (I II-CN _Sa I I I I I I I I I I I 0.25 0.2 I II!! ! III! ! I!! ! III! ! ! I I I I I I I I I I I I I I I I I I I I I I I 0.15 0.1 _I -1 + + L I + 1 + 1 L 0.05 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 22 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.01 12.00 2.50 0.39 0.69 12.50 2.77 0.51 0.07 13.00 2.91 0.58 0.05 13.50 3.01 0.63 0.04 14.00 3.09 0.67 0.03 14.50 3.16 0.71 0.03 15.00 3.22 0.74 0.02 15.50 3.27 0.77 0.02 16.00 3.32 0.80 0.02 16.50 3.36 0.82 0.02 17.00 3.40 0.84 0.02 17.50 3.44 0.86 0.02 18.00 3.47 0.89 0.02 18.50 3.50 0.90 0.01 19.00 3.54 0.92 0.01 19.50 3.56 0.94 0.01 20.00 3.59 0.95 0.01 20.50 3.61 0.97 0.01 21.00 3.64 0.98 0.01 21.50 3.66 1.00 0.01 22.00 3.68 1.01 0.01 22.50 3.71 1.02 0.01 23.00 3.73 1.04 0.01 23.50 3.75 1.05 0.01 24.00 3.77 1.06 0.01 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Depth> 2.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph ❑ Runoff 3.60 cfs rt ype ill r' 1- Year Rai rtfa11�--13-.7T1'- 3 Runoff AreaEPEE 64,381 s'oo oo 00 Ruoff Voll u rnp=Q.216', o f Runoff DeptK>2.247 EEL Flow LeinOth=1123' 1 1 1 1 1I— I I TI I IIc=21.011 m'in IAF=$ Time (hours) Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 24 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.01 0.01 8.50 0.50 0.01 0.02 9.00 0.55 0.02 0.03 9.50 0.61 0.03 0.04 10.00 0.68 0.05 0.05 10.50 0.77 0.08 0.08 11.00 0.89 0.12 0.12 11.50 1.07 0.21 0.22 12.00 2.50 1.18 2.37 12.50 2.77 1.40 1.07 13.00 2.91 1.51 0.38 13.50 3.01 1.60 0.27 14.00 3.09 1.67 0.21 14.50 3.16 1.72 0.17 15.00 3.22 1.77 0.15 15.50 3.27 1.82 0.14 16.00 3.32 1.86 0.12 16.50 3.36 1.89 0.11 17.00 3.40 1.93 0.10 17.50 3.44 1.96 0.10 18.00 3.47 1.99 0.09 18.50 3.50 2.02 0.09 19.00 3.54 2.05 0.08 19.50 3.56 2.07 0.07 20.00 3.59 2.09 0.07 20.50 3.61 2.12 0.06 21.00 3.64 2.14 0.06 21.50 3.66 2.16 0.06 22.00 3.68 2.18 0.06 22.50 3.71 2.20 0.06 23.00 3.73 2.22 0.06 23.50 3.75 2.23 0.06 24.00 3.77 2.25 0.06 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Depth> 0.11" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall=3.77" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph -4++I++ ❑ Runoff 0.007: 0.01 cfs II I I I I I I I I I I I I I 0.007 --tlypl I fl_�47hir ' I I I 0.006-_1 Year Rai rtfal lT 3.7 711" ' �� I � I --- � � 1 0.006 0.005 Ruhdff Ar-eal=24,O74 �f - 1 L + I L L I - L L - L L iff 0.005-1UP o� Vol M— o al T r 7 T 0.004-1Runoff Deptlt>9.11�� 0.004 121 Flow -LL 0.003ILentai= I � I --- I I I I I I I I I I I I I I I I 0.003 --/Tom_; 1 .2, m i nl I I I I I I I I I I I I I I I I I 0.002 0.002 I I I I I I I I I I I I I I I I I I I I 0.001 T T I I T T - T T I T T+ T T 0.001 I I I I I I I I I I I I I I I I 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 26 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.11 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.16 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.21 0.00 0.00 5.00 0.24 0.00 0.00 5.50 0.27 0.00 0.00 6.00 0.30 0.00 0.00 6.50 0.34 0.00 0.00 7.00 0.37 0.00 0.00 7.50 0.41 0.00 0.00 8.00 0.45 0.00 0.00 8.50 0.50 0.00 0.00 9.00 0.55 0.00 0.00 9.50 0.61 0.00 0.00 10.00 0.68 0.00 0.00 10.50 0.77 0.00 0.00 11.00 0.89 0.00 0.00 11.50 1.07 0.00 0.00 12.00 2.50 0.00 0.00 12.50 2.77 0.00 0.01 13.00 2.91 0.01 0.01 13.50 3.01 0.02 0.01 14.00 3.09 0.02 0.01 14.50 3.16 0.03 0.01 15.00 3.22 0.03 0.01 15.50 3.27 0.04 0.01 16.00 3.32 0.04 0.01 16.50 3.36 0.05 0.01 17.00 3.40 0.05 0.01 17.50 3.44 0.06 0.01 18.00 3.47 0.06 0.01 18.50 3.50 0.07 0.00 19.00 3.54 0.07 0.00 19.50 3.56 0.08 0.00 20.00 3.59 0.08 0.00 20.50 3.61 0.08 0.00 21.00 3.64 0.09 0.00 21.50 3.66 0.09 0.00 22.00 3.68 0.09 0.00 22.50 3.71 0.10 0.00 23.00 3.73 0.10 0.00 23.50 3.75 0.10 0.00 24.00 3.77 0.11 0.00 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type// 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 27 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.860 ac, 72.29% Impervious, Inflow Depth > 2.00" for 10 Year event Inflow = 3.77 cfs @ 12.13 hrs, Volume= 0.310 of Outflow = 3.77 cfs @ 12.13 hrs, Volume= 0.310 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs U 3 0 LL Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 28 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.01 0.01 8.50 0.02 0.02 9.00 0.03 0.03 9.50 0.04 0.04 10.00 0.05 0.05 10.50 0.08 0.08 11.00 0.12 0.12 11.50 0.23 0.23 12.00 3.06 3.06 12.50 1.14 1.14 13.00 0.43 0.43 13.50 0.30 0.30 14.00 0.24 0.24 14.50 0.20 0.20 15.00 0.18 0.18 15.50 0.16 0.16 16.00 0.14 0.14 16.50 0.13 0.13 17.00 0.12 0.12 17.50 0.11 0.11 18.00 0.11 0.11 18.50 0.10 0.10 19.00 0.09 0.09 19.50 0.09 0.09 20.00 0.08 0.08 20.50 0.07 0.07 21.00 0.07 0.07 21.50 0.07 0.07 22.00 0.07 0.07 22.50 0.07 0.07 23.00 0.07 0.07 23.50 0.07 0.07 24.00 0.07 0.07 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type// 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 29 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.11 " for 10 Year event Inflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 13.36 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0 FL 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 30 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.00 0.00 12.50 0.01 0.01 13.00 0.01 0.01 13.50 0.01 0.01 14.00 0.01 0.01 14.50 0.01 0.01 15.00 0.01 0.01 15.50 0.01 0.01 16.00 0.01 0.01 16.50 0.01 0.01 17.00 0.01 0.01 17.50 0.01 0.01 18.00 0.01 0.01 18.50 0.00 0.00 19.00 0.00 0.00 19.50 0.00 0.00 20.00 0.00 0.00 20.50 0.00 0.00 21.00 0.00 0.00 21.50 0.00 0.00 22.00 0.00 0.00 22.50 0.00 0.00 23.00 0.00 0.00 23.50 0.00 0.00 24.00 0.00 0.00 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type// 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 31 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 247.20' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=247.20' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond CB2: Catch Basin #2 Hydrograph Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 32 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.25 0.00 5.50 0.00 245.25 0.00 6.00 0.00 245.25 0.00 6.50 0.00 245.25 0.00 7.00 0.00 245.26 0.00 7.50 0.00 245.28 0.00 8.00 0.01 245.30 0.01 8.50 0.02 245.32 0.02 9.00 0.03 245.34 0.03 9.50 0.04 245.35 0.04 10.00 0.05 245.37 0.05 10.50 0.08 245.40 0.08 11.00 0.12 245.44 0.12 11.50 0.22 245.51 0.22 12.00 2.37 246.38 2.37 12.50 1.07 245.87 1.07 13.00 0.38 245.60 0.38 13.50 0.27 245.54 0.27 14.00 0.21 245.50 0.21 14.50 0.17 245.48 0.17 15.00 0.15 245.47 0.15 15.50 0.14 245.45 0.14 16.00 0.12 245.44 0.12 16.50 0.11 245.43 0.11 17.00 0.10 245.42 0.10 17.50 0.10 245.42 0.10 18.00 0.09 245.41 0.09 18.50 0.09 245.41 0.09 19.00 0.08 245.40 0.08 19.50 0.07 245.40 0.07 20.00 0.07 245.39 0.07 20.50 0.06 245.39 0.06 21.00 0.06 245.38 0.06 21.50 0.06 245.38 0.06 22.00 0.06 245.38 0.06 22.50 0.06 245.38 0.06 23.00 0.06 245.38 0.06 23.50 0.06 245.38 0.06 24.00 0.06 245.38 0.06 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type// 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 33 Summary for Pond HDS: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.15' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 12.0" Round Culvert L= 68.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/241.53' S= 0.0393 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.15' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond HDS: Manhole #2 Hydrograph Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 34 Hydrograph for Pond HDS: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.20 0.00 5.50 0.00 244.20 0.00 6.00 0.00 244.20 0.00 6.50 0.00 244.20 0.00 7.00 0.00 244.21 0.00 7.50 0.00 244.23 0.00 8.00 0.01 244.25 0.01 8.50 0.02 244.27 0.02 9.00 0.03 244.29 0.03 9.50 0.04 244.30 0.04 10.00 0.05 244.32 0.05 10.50 0.08 244.35 0.08 11.00 0.12 244.39 0.12 11.50 0.22 244.46 0.22 12.00 2.37 245.33 2.37 12.50 1.07 244.82 1.07 13.00 0.38 244.55 0.38 13.50 0.27 244.49 0.27 14.00 0.21 244.45 0.21 14.50 0.17 244.43 0.17 15.00 0.15 244.42 0.15 15.50 0.14 244.40 0.14 16.00 0.12 244.39 0.12 16.50 0.11 244.38 0.11 17.00 0.10 244.37 0.10 17.50 0.10 244.37 0.10 18.00 0.09 244.36 0.09 18.50 0.09 244.36 0.09 19.00 0.08 244.35 0.08 19.50 0.07 244.35 0.07 20.00 0.07 244.34 0.07 20.50 0.06 244.34 0.06 21.00 0.06 244.33 0.06 21.50 0.06 244.33 0.06 22.00 0.06 244.33 0.06 22.50 0.06 244.33 0.06 23.00 0.06 244.33 0.06 23.50 0.06 244.33 0.06 24.00 0.06 244.33 0.06 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type// 24 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 35 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 2.24" for 10 Year event Inflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Outflow = 3.60 cfs @ 12.14 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.60 cfs @ 12.14 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 246.70' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.60 cfs @ 12.14 hrs HW=246.70' (Free Discharge) Ll =Culvert (Inlet Controls 3.60 cfs @ 4.58 fps) 4 3 2 0 U- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond M H 1: Manhole #2 Hydrograph Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 10 Year Rainfall=3.77" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 36 Hydrograph for Pond MI -11: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.75 0.00 5.50 0.00 244.75 0.00 6.00 0.00 244.75 0.00 6.50 0.00 244.75 0.00 7.00 0.00 244.76 0.00 7.50 0.00 244.78 0.00 8.00 0.01 244.80 0.01 8.50 0.02 244.82 0.02 9.00 0.03 244.84 0.03 9.50 0.04 244.85 0.04 10.00 0.05 244.87 0.05 10.50 0.08 244.90 0.08 11.00 0.12 244.94 0.12 11.50 0.22 245.01 0.22 12.00 2.37 245.88 2.37 12.50 1.07 245.37 1.07 13.00 0.38 245.10 0.38 13.50 0.27 245.04 0.27 14.00 0.21 245.00 0.21 14.50 0.17 244.98 0.17 15.00 0.15 244.97 0.15 15.50 0.14 244.95 0.14 16.00 0.12 244.94 0.12 16.50 0.11 244.93 0.11 17.00 0.10 244.92 0.10 17.50 0.10 244.92 0.10 18.00 0.09 244.91 0.09 18.50 0.09 244.91 0.09 19.00 0.08 244.90 0.08 19.50 0.07 244.90 0.07 20.00 0.07 244.89 0.07 20.50 0.06 244.89 0.06 21.00 0.06 244.88 0.06 21.50 0.06 244.88 0.06 22.00 0.06 244.88 0.06 22.50 0.06 244.88 0.06 23.00 0.06 244.88 0.06 23.50 0.06 244.88 0.06 24.00 0.06 244.88 0.06 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 37 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA1: Subcatchment#1 Runoff Area=16.626 sf 48.68% Impervious Runoff Depth>2.91" Tc=6.0 min CN=68 Runoff=1.99 cfs 0.093 of Subcatchment DA2: Subcatchment#2 Runoff Area=64.381 sf 78.39% Impervious Runoff Depth>4.64" Flow Length=123' Tc=21.0 min CN=85 Runoff=7.32 cfs 0.572 of Subcatchment DA3: Subcatchment#3 Runoff Area=24.074 sf 13.89% Impervious Runoff Depth>0.88" Flow Length=121' Tc=15.2 min CN=44 Runoff=0.44 cfs 0.041 of Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow=7.79 cfs 0.664 of Outflow=7.79 cfs 0.664 of Reach DP2: Discharge Point 2 Inflow=0.44 cfs 0.041 of Outflow=0.44 cfs 0.041 of Pond CB2: Catch Basin #2 Peak Elev=251.75' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=50.0' S=0.0100'/' Outflow=7.32 cfs 0.572 of Pond HDS: Manhole #2 Peak Elev=250.70' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=68.0' S=0.0393'/' Outflow=7.32 cfs 0.572 of Pond MI -1111: Manhole #2 Peak Elev=251.25' Inflow=7.32 cfs 0.572 of 12.0" Round Culvert n=0.012 L=55.0' S=0.0100'/' Outflow=7.32 cfs 0.572 of Total Runoff Area = 2.412 ac Runoff Volume = 0.705 of Average Runoff Depth = 3.51" 41.09% Pervious = 0.991 ac 58.91% Impervious = 1.421 ac Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment DA1: Subcatchment #1 Runoff = 1.99 cfs @ 11.98 hrs, Volume= 0.093 af, Depth> 2.91" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 81532 39 >75% Grass cover, Good, HSG A 85094 98 Paved parking, HSG A 165626 68 Weighted Average 85532 51.32% Pervious Area 85094 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Entry Subcatchment DA1: Subcatchment #1 Hydrograph 2t / N 1 F 1.99 cfs-'- I Yp IT a 11124—hir 1©0 Year Riainfall-M;-6.381 1" I I Rulhoff Area=16,626 sf 0 1 1 ol RLjnpff1I Vp1Ljnrie=0.09$1f OV oo I Ruinoff�Depth>2.911 L — —I— — —I— — —I- 00 000 Tc"6.10 ti h ON' 68 Time (hours) ❑ Runoff Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 39 Hydrograph for Subcatchment DA1: Subcatchment #1 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.01 0.01 10.50 1.30 0.03 0.02 11.00 1.50 0.06 0.03 11.50 1.81 0.13 0.07 12.00 4.23 1.35 1.88 12.50 4.69 1.66 0.18 13.00 4.93 1.83 0.11 13.50 5.10 1.95 0.09 14.00 5.23 2.05 0.07 14.50 5.34 2.13 0.06 15.00 5.45 2.20 0.06 15.50 5.54 2.27 0.05 16.00 5.61 2.33 0.04 16.50 5.69 2.38 0.04 17.00 5.75 2.43 0.04 17.50 5.82 2.48 0.04 18.00 5.88 2.53 0.03 18.50 5.93 2.57 0.03 19.00 5.98 2.61 0.03 19.50 6.03 2.64 0.03 20.00 6.07 2.68 0.03 20.50 6.11 2.71 0.02 21.00 6.16 2.74 0.02 21.50 6.19 2.77 0.02 22.00 6.23 2.80 0.02 22.50 6.27 2.83 0.02 23.00 6.31 2.86 0.02 23.50 6.34 2.89 0.02 24.00 6.38 2.92 0.02 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment DA2: Subcatchment #2 Runoff = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Depth> 4.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 131912 39 >75% Grass cover, Good, HSG A 505469 98 Paved parking, HSG A 645381 85 Weighted Average 135912 21.61 % Pervious Area 505469 78.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 53 0.0060 0.06 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 5.0 34 0.0440 0.11 Sheet Flow, Sheet Flow 2 Grass: Dense n= 0.240 P2= 2.48" 0.0 1 0.3333 1.49 Sheet Flow, Sheet Flow 3 Smooth surfaces n= 0.011 P2= 2.48" 0.2 35 0.0250 3.21 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Paved Kv= 20.3 fas 21.0 123 Total Subcatchment DA2: Subcatchment #2 Hydrograph 8 7.32 cfs ------------------------ I I - - I I I 7 Type H:44-�Ihrl 10 0 Year In f a] 6113 V --I --- I --- I-- 6 Runoff AreaOPEN 1164,381 sf 1 1 1 1 1 1 1 1 1 s / I Runoff Voilumq=:Q.612, af I I I I I I I I Ru-no-ff Depth>4.64'1'___,__- 4 1123--- i t I I I■ I I I I I -I I -I s ' Tc=21.01, m', i n 11 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Time (hours) ❑ Runoff Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 41 Hydrograph for Subcatchment DA2: Subcatchment #2 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.01 0.01 6.00 0.51 0.01 0.02 6.50 0.57 0.02 0.03 7.00 0.63 0.04 0.04 7.50 0.70 0.06 0.05 8.00 0.77 0.08 0.06 8.50 0.84 0.11 0.08 9.00 0.94 0.15 0.11 9.50 1.04 0.19 0.14 10.00 1.15 0.25 0.17 10.50 1.30 0.33 0.23 11.00 1.50 0.45 0.34 11.50 1.81 0.66 0.56 12.00 4.23 2.66 5.05 12.50 4.69 3.08 2.08 13.00 4.93 3.30 0.72 13.50 5.10 3.46 0.50 14.00 5.23 3.58 0.38 14.50 5.34 3.69 0.32 15.00 5.45 3.78 0.29 15.50 5.54 3.87 0.26 16.00 5.61 3.94 0.22 16.50 5.69 4.01 0.20 17.00 5.75 4.07 0.19 17.50 5.82 4.13 0.18 18.00 5.88 4.19 0.17 18.50 5.93 4.24 0.16 19.00 5.98 4.29 0.15 19.50 6.03 4.33 0.14 20.00 6.07 4.37 0.12 20.50 6.11 4.41 0.12 21.00 6.16 4.45 0.11 21.50 6.19 4.49 0.11 22.00 6.23 4.52 0.11 22.50 6.27 4.56 0.11 23.00 6.31 4.59 0.11 23.50 6.34 4.63 0.10 24.00 6.38 4.66 0.10 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment DA3: Subcatchment #3 Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Depth> 0.88" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall=6.38" Area (sf) CN Descriation 111021 39 >75% Grass cover, Good, HSG A 95710 30 Woods, Good, HSG A 35343 98 Paved parking, HSG A 245074 44 Weighted Average 205731 86.11 % Pervious Area 35343 13.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0600 0.10 Sheet Flow, Sheet Flow 1 Grass: Dense n= 0.240 P2= 2.48" 12.9 70 0.0480 0.09 Sheet Flow, Sheet Flow 2 Woods: Light underbrush n= 0.400 P2= 2.48" 0.6 41 0.0550 1.17 Shallow Concentrated Flow, Shallow Concentrated Flow 1 Woodland Kv= 5.0 fas 15.2 121 Total Subcatchment DA3: Subcatchment #3 Hydrograph 0.48 + i + + + + i + + i + + 1 1+ + i + + + i ❑ Runoff 0.461 0.44 cfs 0.44T-ty + + �--- �++ pe � 1 1 0.42 + + 1 r +i+++ i+rt+ii++ri 0.4 wth f 63 W 0.3800-Y ---- ] 1 ++++++ 0.36'� '' � 0.34 Run off Area=24A74-.�- 0.32+ r+i ++++++ii++ri 0.3 AllUP, (A u Fn q-- 1 ■04'1 -a 0.28 ++++++++++++++++ 0.26 Runoff DeptK>OL.8811' '1 �� '1 '1 0.24 LLLI L�� -- -L- - -L 0.22 F�{�w LLe n h� � � � , 7 T F � 7 T , � T � , 0.2 0.181'i�=1•L'iMin +++++++++- - + - - + - - +i 0.16 ,i ------------------------------ 0.14 0.12 0.08 0.06 0.04 ----+-+-+---+-++- - ----- 00, 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 43 Hydrograph for Subcatchment DAI Subcatchment #3 Time Preci p. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.07 0.00 0.00 1.50 0.10 0.00 0.00 2.00 0.14 0.00 0.00 2.50 0.18 0.00 0.00 3.00 0.22 0.00 0.00 3.50 0.26 0.00 0.00 4.00 0.31 0.00 0.00 4.50 0.35 0.00 0.00 5.00 0.40 0.00 0.00 5.50 0.45 0.00 0.00 6.00 0.51 0.00 0.00 6.50 0.57 0.00 0.00 7.00 0.63 0.00 0.00 7.50 0.70 0.00 0.00 8.00 0.77 0.00 0.00 8.50 0.84 0.00 0.00 9.00 0.94 0.00 0.00 9.50 1.04 0.00 0.00 10.00 1.15 0.00 0.00 10.50 1.30 0.00 0.00 11.00 1.50 0.00 0.00 11.50 1.81 0.00 0.00 12.00 4.23 0.20 0.21 12.50 4.69 0.31 0.13 13.00 4.93 0.37 0.07 13.50 5.10 0.43 0.06 14.00 5.23 0.47 0.05 14.50 5.34 0.50 0.04 15.00 5.45 0.54 0.04 15.50 5.54 0.57 0.03 16.00 5.61 0.60 0.03 16.50 5.69 0.62 0.03 17.00 5.75 0.65 0.03 17.50 5.82 0.67 0.03 18.00 5.88 0.69 0.02 18.50 5.93 0.71 0.02 19.00 5.98 0.73 0.02 19.50 6.03 0.75 0.02 20.00 6.07 0.77 0.02 20.50 6.11 0.78 0.02 21.00 6.16 0.80 0.02 21.50 6.19 0.81 0.02 22.00 6.23 0.83 0.02 22.50 6.27 0.84 0.02 23.00 6.31 0.86 0.02 23.50 6.34 0.87 0.02 24.00 6.38 0.89 0.02 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 44 Summary for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Inflow Area = 1.860 ac, 72.29% Impervious, Inflow Depth > 4.29" for 100 Year event Inflow = 7.79 cfs @ 12.11 hrs, Volume= 0.664 of Outflow = 7.79 cfs @ 12.11 hrs, Volume= 0.664 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs U 3 0 LL Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 45 Hydrograph for Reach DP1: Discharge Point 3 (DOT Catch Basin #2) Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.01 0.01 6.00 0.02 0.02 6.50 0.03 0.03 7.00 0.04 0.04 7.50 0.05 0.05 8.00 0.06 0.06 8.50 0.08 0.08 9.00 0.11 0.11 9.50 0.14 0.14 10.00 0.17 0.17 10.50 0.25 0.25 11.00 0.37 0.37 11.50 0.64 0.64 12.00 6.93 6.93 12.50 2.26 2.26 13.00 0.84 0.84 13.50 0.58 0.58 14.00 0.45 0.45 14.50 0.38 0.38 15.00 0.34 0.34 15.50 0.31 0.31 16.00 0.27 0.27 16.50 0.24 0.24 17.00 0.23 0.23 17.50 0.22 0.22 18.00 0.20 0.20 18.50 0.19 0.19 19.00 0.18 0.18 19.50 0.16 0.16 20.00 0.15 0.15 20.50 0.14 0.14 21.00 0.14 0.14 21.50 0.14 0.14 22.00 0.13 0.13 22.50 0.13 0.13 23.00 0.13 0.13 23.50 0.12 0.12 24.00 0.12 0.12 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 46 Summary for Reach DP2: Discharge Point 2 Inflow Area = 0.553 ac, 13.89% Impervious, Inflow Depth > 0.88" for 100 Year event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 of Outflow = 0.44 cfs @ 12.11 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 y 0.28 0.26 0.24 ° 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 Reach DP2: Discharge Point 2 Hydrograph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 47 Hydrograph for Reach DP2: Discharge Point 2 Time Inflow Elevation Outflow (hours) (Cfs) (feet) (Cfs) 0.00 0.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 1.50 0.00 0.00 2.00 0.00 0.00 2.50 0.00 0.00 3.00 0.00 0.00 3.50 0.00 0.00 4.00 0.00 0.00 4.50 0.00 0.00 5.00 0.00 0.00 5.50 0.00 0.00 6.00 0.00 0.00 6.50 0.00 0.00 7.00 0.00 0.00 7.50 0.00 0.00 8.00 0.00 0.00 8.50 0.00 0.00 9.00 0.00 0.00 9.50 0.00 0.00 10.00 0.00 0.00 10.50 0.00 0.00 11.00 0.00 0.00 11.50 0.00 0.00 12.00 0.21 0.21 12.50 0.13 0.13 13.00 0.07 0.07 13.50 0.06 0.06 14.00 0.05 0.05 14.50 0.04 0.04 15.00 0.04 0.04 15.50 0.03 0.03 16.00 0.03 0.03 16.50 0.03 0.03 17.00 0.03 0.03 17.50 0.03 0.03 18.00 0.02 0.02 18.50 0.02 0.02 19.00 0.02 0.02 19.50 0.02 0.02 20.00 0.02 0.02 20.50 0.02 0.02 21.00 0.02 0.02 21.50 0.02 0.02 22.00 0.02 0.02 22.50 0.02 0.02 23.00 0.02 0.02 23.50 0.02 0.02 24.00 0.02 0.02 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 48 Summary for Pond CB2: Catch Basin #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 251.75' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 245.25' 12.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 245.25'/244.75' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.75' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond CB2: Catch Basin #2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 C 2018 HydroCAD Software Solutions LLC Page 49 Hydrograph for Pond CB2: Catch Basin #2 Time Inflow Elevation Primary (hours) (Cfs) (feet) (Cfs) 0.00 0.00 245.25 0.00 0.50 0.00 245.25 0.00 1.00 0.00 245.25 0.00 1.50 0.00 245.25 0.00 2.00 0.00 245.25 0.00 2.50 0.00 245.25 0.00 3.00 0.00 245.25 0.00 3.50 0.00 245.25 0.00 4.00 0.00 245.25 0.00 4.50 0.00 245.25 0.00 5.00 0.00 245.27 0.00 5.50 0.01 245.30 0.01 6.00 0.02 245.33 0.02 6.50 0.03 245.34 0.03 7.00 0.04 245.36 0.04 7.50 0.05 245.37 0.05 8.00 0.06 245.39 0.06 8.50 0.08 245.40 0.08 9.00 0.11 245.43 0.11 9.50 0.14 245.45 0.14 10.00 0.17 245.47 0.17 10.50 0.23 245.51 0.23 11.00 0.34 245.57 0.34 11.50 0.56 245.68 0.56 12.00 5.05 248.61 5.05 12.50 2.08 246.23 2.08 13.00 0.72 245.74 0.72 13.50 0.50 245.65 0.50 14.00 0.38 245.60 0.38 14.50 0.32 245.56 0.32 15.00 0.29 245.55 0.29 15.50 0.26 245.53 0.26 16.00 0.22 245.51 0.22 16.50 0.20 245.50 0.20 17.00 0.19 245.49 0.19 17.50 0.18 245.48 0.18 18.00 0.17 245.47 0.17 18.50 0.16 245.47 0.16 19.00 0.15 245.46 0.15 19.50 0.14 245.45 0.14 20.00 0.12 245.44 0.12 20.50 0.12 245.43 0.12 21.00 0.11 245.43 0.11 21.50 0.11 245.43 0.11 22.00 0.11 245.43 0.11 22.50 0.11 245.43 0.11 23.00 0.11 245.43 0.11 23.50 0.10 245.42 0.10 24.00 0.10 245.42 0.10 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 50 Summary for Pond HDS: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 250.70' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.20' 12.0" Round Culvert L= 68.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.20'/241.53' S= 0.0393 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=250.70' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond HDS: Manhole #2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 51 Hydrograph for Pond HDS: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.20 0.00 0.50 0.00 244.20 0.00 1.00 0.00 244.20 0.00 1.50 0.00 244.20 0.00 2.00 0.00 244.20 0.00 2.50 0.00 244.20 0.00 3.00 0.00 244.20 0.00 3.50 0.00 244.20 0.00 4.00 0.00 244.20 0.00 4.50 0.00 244.20 0.00 5.00 0.00 244.22 0.00 5.50 0.01 244.25 0.01 6.00 0.02 244.28 0.02 6.50 0.03 244.29 0.03 7.00 0.04 244.31 0.04 7.50 0.05 244.32 0.05 8.00 0.06 244.34 0.06 8.50 0.08 244.35 0.08 9.00 0.11 244.38 0.11 9.50 0.14 244.40 0.14 10.00 0.17 244.42 0.17 10.50 0.23 244.46 0.23 11.00 0.34 244.52 0.34 11.50 0.56 244.63 0.56 12.00 5.05 247.56 5.05 12.50 2.08 245.18 2.08 13.00 0.72 244.69 0.72 13.50 0.50 244.60 0.50 14.00 0.38 244.55 0.38 14.50 0.32 244.51 0.32 15.00 0.29 244.50 0.29 15.50 0.26 244.48 0.26 16.00 0.22 244.46 0.22 16.50 0.20 244.45 0.20 17.00 0.19 244.44 0.19 17.50 0.18 244.43 0.18 18.00 0.17 244.42 0.17 18.50 0.16 244.42 0.16 19.00 0.15 244.41 0.15 19.50 0.14 244.40 0.14 20.00 0.12 244.39 0.12 20.50 0.12 244.38 0.12 21.00 0.11 244.38 0.11 21.50 0.11 244.38 0.11 22.00 0.11 244.38 0.11 22.50 0.11 244.38 0.11 23.00 0.11 244.38 0.11 23.50 0.10 244.37 0.10 24.00 0.10 244.37 0.10 Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 11 24 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 52 Summary for Pond MH1: Manhole #2 Inflow Area = 1.478 ac, 78.39% Impervious, Inflow Depth > 4.64" for 100 Year event Inflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Outflow = 7.32 cfs @ 12.13 hrs, Volume= 0.572 af, Atten= 0%, Lag= 0.0 min Primary = 7.32 cfs @ 12.13 hrs, Volume= 0.572 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 251.25' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 244.75' 12.0" Round Culvert L= 55.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 244.75'/244.20' S= 0.0100 T Cc= 0.900 n=0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=7.31 cfs @ 12.13 hrs HW=251.25' (Free Discharge) Ll =Culvert (Inlet Controls 7.31 cfs @ 9.31 fps) 3 0 U- Pond M H 1: Manhole #2 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow ❑ Primary Weibel - Postdevelopment (No Controls) Postdevelopment_No Control Type 1124 -hr 100 Year Rainfall=6.38" Prepared by Stewart's Shops Printed 3/15/2022 HydroCADO 10.00-22 s/n 08847 © 2018 HydroCAD Software Solutions LLC Page 53 Hydrograph for Pond MI -11: Manhole #2 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 244.75 0.00 0.50 0.00 244.75 0.00 1.00 0.00 244.75 0.00 1.50 0.00 244.75 0.00 2.00 0.00 244.75 0.00 2.50 0.00 244.75 0.00 3.00 0.00 244.75 0.00 3.50 0.00 244.75 0.00 4.00 0.00 244.75 0.00 4.50 0.00 244.75 0.00 5.00 0.00 244.77 0.00 5.50 0.01 244.80 0.01 6.00 0.02 244.83 0.02 6.50 0.03 244.84 0.03 7.00 0.04 244.86 0.04 7.50 0.05 244.87 0.05 8.00 0.06 244.89 0.06 8.50 0.08 244.90 0.08 9.00 0.11 244.93 0.11 9.50 0.14 244.95 0.14 10.00 0.17 244.97 0.17 10.50 0.23 245.01 0.23 11.00 0.34 245.07 0.34 11.50 0.56 245.18 0.56 12.00 5.05 248.11 5.05 12.50 2.08 245.73 2.08 13.00 0.72 245.24 0.72 13.50 0.50 245.15 0.50 14.00 0.38 245.10 0.38 14.50 0.32 245.06 0.32 15.00 0.29 245.05 0.29 15.50 0.26 245.03 0.26 16.00 0.22 245.01 0.22 16.50 0.20 245.00 0.20 17.00 0.19 244.99 0.19 17.50 0.18 244.98 0.18 18.00 0.17 244.97 0.17 18.50 0.16 244.97 0.16 19.00 0.15 244.96 0.15 19.50 0.14 244.95 0.14 20.00 0.12 244.94 0.12 20.50 0.12 244.93 0.12 21.00 0.11 244.93 0.11 21.50 0.11 244.93 0.11 22.00 0.11 244.93 0.11 22.50 0.11 244.93 0.11 23.00 0.11 244.93 0.11 23.50 0.10 244.92 0.10 24.00 0.10 244.92 0.10 Exhibit D — Drainage Calculations Closed Drainage System Expected Flow Calculations STORM DRAINAGE By: S. Kitchner Date: 3/14/2022 Weibel Ave - 136 Revised: PIPE LINE DESIGNED FOR: 10 -YEAR DRAINAGE DESIGN FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR FOR C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. C.B. LINE LINE LINE LINE LINE LINE LINE LINE LINE LINE LINE LINE LINE LINE ENTER CATCH BASIN LINE #Is HERE: CB1-MH1 MH1-CB2 CB2-MH2 MH2-HDS CB4-MH3 CB5-MH3 MH3-CB3 CB3-HDS HDS-OWS RD1-RD2 RD3-RD2 RD2-DW1 ------ --------- AREA 0.29 0.29 0.99 0.99 0.22 0.09 0.31 0.49 1.48 0.07 0.10 0.23 LENGTH ( ft.) 104 52 so 55 81 64 38 80 3 68 35 7 Qa, RUNOFF ( cfs.) 1.38 1.38 1.90 1.90 1.20 0.46 1.66 2.64 4.51 0.38 0.53 1.24 D, PIPE DIAMETER ( in.) 12 12 12 12 12 12 12 12 is 12 12 12 A, PIPE AREA ( sf.) 0.785 0.785 0.785 0.785 0.785 0.785 0.785 0.785 1.227 0.785 0.785 0.785 0.000 0.000 n, FRICTIONAL PIPE VALUE 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.012 s, PIPE SLOPE 0.010 0.010 0.010 0.010 0.021 0.010 0.010 0.024 0.010 0.0200 0.010 0.010 s'1/2 -- 0.1000 0.1000 0.1000 0.1000 0.1449 0.1000 0.1000 0.1549 0.1000 0.1414 0.1000 0.1000 0.0000 0.0000 r, WETTED PERIMETER ( ft.) 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.31 0.25 0.25 0.25 0 0 r'2/3 = 0.397 0.397 0.397 0.397 0.397 0.397 0.397 0.397 0.461 1 0.397 0.397 0.397 0.000 0.000 Qc, PIPE CAPACITY ( cfs.) (A)(1.486/n)(r'2/3)(s'1/2) = 3.858 3.858 3.858 3.858 5.590 3.858 3.858 5.976 6.995 5.456 3.858 3.858 0.000 0.000 .THIS SIZE PIPE IS ACCEPTABLE 12 12 12 12 12 12 12 12 15 12 12 12 0 0 .THIS SIZE PIPE HAS FAILED 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PIPE VELOCITY (1.486/n)(r'2/3)(s'1/2) = 4.914 4.914 4.914 4.914 7.122 4.914 4.914 7.613 5.703 6.950 4.914 4.914 0.000 o.000 Exhibit E —Maps .1 Pre Development Subcatchments .2 Post Development Subcatchments .3 Catch Basin Subcatchments t[ N �1 W E -- ---- DISGHARGE POINT #19� CONCENrP---- ATEE) API) �-N.Y.S. -___--- - _ SHALLOW FLOW _ / / \ 51TE LOCATION MAP SH LFEET SCALS KT \ SK _ . — .. FLOW �— R; _ �- _74,17 DAI C' , , , 330\1.3�\---_������ � 56 LF DA2� I \ \ I I I I I SHEET 1.46 1 � FLOW12 LF 1 SHEET I I \ \ s � \\\ \ \ I FLOW i j I WND \ K \ (NSG A) \ I \ 51 LF 34 LF I \ O\ I SHALLOW — I I SHALLOW CONCENTRATED CONCENTRATED — — FLOW / I I FLOW \ — �r94\ / \ �� / DA4 \ V' A 10A- N-5- 11143 °\ \ 1- iS�NFLOM PATH DALARGE — T1301 .101 2T SHEET FLOM - HOODS @ 2.30 [8.1 MINUTES _ __ \\ \ \ ✓ — — a 8 / \ \ 40' SHEET FLOM - DENSE CRASS @ 1.5% [B.T MINUTES]DA3 ��\ \ �I SII' SHALLOW GONG. FLOM - SHORT GRASS @ 1.4% [12, MINUTES] \ \\\\ \ \ \\ /\ \ 7 B 1.24 a« \I\ es 7 CN -47 � 0.367 Acr� \ � TOTAL Tc - 18.6 MINUTES WNA 5terva h, FLOM PATH DA2 NSG A) 56' SHEET FLOM - DENSE CRASS @ 2.5% [q.3 MINUTES] cT' SHALLOW GONG. FLOW - SHORT GRASS @ 5.0% [0.1 MINUTES] 25' SHALLOW GONG. FLOM - PAVEMENT @ 3.3% [0.1 MINUTES] TOTAL Tc = 11.3 MINUTES FLOW PATH DA3 ENAMEABBftEV1Ai1ONdNO WEIBEL AVE - WEIF - 101 -72' SHEET FLOM - HOODS @ 3.5% [15.0 MINUTES] 10' SHALLOW GONG. FLOW - MOODS @ 2.5% [0.2 MINUTES] 41' SHALLOW GONG. FLOW -WOODS @ 3.0/0 of New aA"°" D [0.8 MINUTES] p`s �wiNb�Yo 402 LAKE AVE, SARAT06A SPRINGS, NY 1286b o y` p DATE NO. REVI5loN5 DRAIN er. 5EK TOTAL Tc = 16.0 MINUTES \ �fkWanfsj sIADe I^ zo a Ogpg6 F= shopsDATE. 3/1/22 FLOM PATH DA4 A=FEsso\l 000I DRAw— No. sn nTo ''p -, Nr I2a66 SWPPP-I 50' SHEET FLOM - ROOFTOP @ 1.0% [I.0 MINUTES] Tei 1111)1e1-Izoo TAx rslalsel-Izoa TITHE TOTAL Tc = 1.0 MINUTES MIN. TG FOR MODELING = 6.0 MINUTES "`E E°` .° TT ° PREDEVELOPMENT SUBGATGHMENTS N DISCHARGE POINT #1 \ � DA1 DPI,— N.Y.S. ------ — o a 63 � � III T Il­T -- -- ------ -- R1HT°P 14 DA4Lr- 0 - _IN,IN IN, — — 02Acr�.s SHEET I -- ` \ \ -- cHa -\ � i _ \ FLOW � / � � \ \� � \ � � \ --- — „ o i a ----- — �� 411124°85 �8. z4� _H- YLL 211, Wz44 ------- F�p,� I 35 LF I ' MID o ° � SHALLow 21 FLOW PATH D11\1I \ — i I ow TED — —qFp— — — — — \ o 35' SHEET FLOM - DENSE CRASS @ 8.7% [3.q MINUTES]0 I I 24.444 \ / I\\ lll EI, TOTAL Tc = 3.G °F MINUTES MIN. TG FOR MODELING - 6.0 MINUTES \ I I DA2 / \ ' v T E �R� �q� CN A5 FLOW PATH D16,2 _°241 11� II 53' SHEET FLOM - DENSE CRASS @ 0.6% [15.8 MINUTES] _ u i \ F_ SHEET FLOM - DENSE GRASS @ 4.4% [5.0 MINUTES] 34' SHEET FLOM - PAVEMENT @ 33.3% [0.0 MINUTES] 4 \°M 814693"" =; ° 34' SHIALLOW GONG. FLOW - PAVEMENT @ 2.5% [0.2 MINUTES] —,e�RM 35 F 2 — / I ��A, �, Fn°NF.z4a \ \ Ds Baa NRO° 00' 001E 86.60' � TOTAL Tc = 21.0 MINUTES__� LF _ �y FLOM PATH DA3 ��� ' o I� - - SHEET \ Z 9� 10' SHEET FLOW - DENSE GRASS @ 6.0% [1.7 MINUTES] f \ 70' SHEET FLOM - WOODS @ 4.8 [12.q MINUTES] [12.MINUTES] 4601 41' SHALLOW GONG. FLOW - MOODS @ 5.5% [0.6 MINUTES] DA3 \ TOTAL Tc - 15.2 M� INUTE5 VVN\�� ®'' / / o.0 \ \ \\ 55 %, CNSG A) \ �� ��\ � � � � _�o� ~ � � � � I \ \ \ ELow PATH [:)/L,441 LF \ � � \ \ / a 54ALLOH \ �� \ GONGENTRATED \ 40' SHEET FLOW -PAVEMENT @ 1.5% [O.7 MINUTES] �\ \ I FLOW 150' SHALLOM GONG. FLOW - PAVEMENT @ 1.0% [I.0 MINUTES) TOTAL Tc = 1.7 MINUTES MIN. Tc FOR MODELING = 6.0 MINUTES ��_ �Y,�� DISGHP,RGE POINT #2 \ ' � e oRE„^ ABBftEV1Ai1O„ „� VI AVE - NEIF - 101 V NEW ° '°” 402 LAKE AVE, SARAT06A SPRINGS, NY 12866 DATE NO. REVISIONSDRAWN BY 5[-K /t�I yiP •• V �W W, SCALE. " = 20' 091096 ��� "ps SATE: 3/14/22 AgEFESSIONP DRAWING NA. 5ARAT06A SPRINGS, Nr 12A66 5kNFF3P-2 TEL. (518)581-1200 FAX (518)581-1209 ALT777LE: °E„55°P „�„5wY­ IA.EE° „„°„ „„ °^ °„°F POSTOEVELOPMENT SUBOATGHMENTS 10' SHEET FLOM - DEN5E GRA55 @ 0.5% [4.5 MINUTES] _ BI' 5HALL0M GONG. FLOM - PAVEMENT @ 1.5% [0.5 MINUTES] TOTAL Tc - 21.0 MINUTES FLOM PATH D\\3 TO' SHEET FLOM - PAVEMENT @ 2.5% [O.`I MINUTES] _ I TOTAL Tc - O.q MINUTES MIN. TG FOR MODELI\ - 6.0 MINUTES FLOM PATH D\\4 60' SHEET FLOM - PAVEMENT @ 1.0% [1.2 MINUTES] 1 - 4T' SHALLOM GONG. FLOM - PAVEMENT @ 1.5% [0.3 MINUTES) - -- , _-------- N -- N.Y.S.IN - -T.- „uF„�r„R�ss�°E° s - 141 111 Ir,°M A�eroP 965, 2453 -- ` i / o c RM2 11 \ No r� � r L 1 2 � ss °E 1 IT 11 I 244 141 ---- r - F- - � - 35 LF SHALLOW CIOD I ° o 0 244. 0 �� DA-CB5 � 3 � LOW L-- ----- a ` -� DA-CB2RIM 7a Ades 161 ; za-� L T x cF DA-CB3 aT y \ 4'l MR\ \'AT o- r \ - OM PATH D\CB5 °F - _ FL Na0 00 00 E a 6 D3 �r M 5 °NE= 24441 52' SHEET FLOM - PAVEMENT @ 1.4% [O.`l MINUTES] __ \ \ I \L o '�� \ - - - _ - - r 0 0 - o 5`i' SHALLOW GONG. FLOW PAVEMENT @ 2.5/0 0.3 MINUTES � i ' y D -CB1 \ TOTAL Tc - 1.5 MINUTES MIN. Tc FOR MODELING = 6.0 MINUTES \� I -I - J `\ o2 s- _ -� DA CB4 i 43 _ z - \ _ 6 I a \ _ D.22 T­ cll­ FLOM PATH DA -RD -CBI - - - 41' SHEET FLOM - PAVEMENT @ 1.5% [0.8 MINUTES] \ \ a a / -- - \ \ 63' STALLION aW GONG. FLOW -PAVEMENT @ 1.5% [0.4 MINUTES) - TOTAL Tc - 1.2 MINUTES - MIN. Tc FOR MODELING = 6.0 MINUTES \ �� ` � -'7- - -- _ T \ DT FLOM PATH DA -RD -\2 43' SHEET FLOM - PAVEMENT @ 3.0% [0.6 MINUTES] 23' SHALLOW GONG. FLOM - PAVEMENT @ 1.5% [0.2 MINUTES) `b -\ - \ \ _ - / `/ ,'// \ TOTAL Tc = 0.8 MINUTES MIN. Tc FOR MODELING = 6.0 MINUTES FLOM PATH DA -RD -\3 DRE„^ ^BBREI^rID„<„o. V,{EIBEL AVE - VI - 101 V EW ° 402 LAKE AVE, SARAT06A SPRINGS, NY 12866 W O,pDAiE No. REVISIONS DRAWN er. 5EK vpSCALEI”=20' 96 ���' `op�DATE: 3/14/22 \oNP DRAWING NO. 5Ar AroeA 5�INe5, Nr herb SWPPP-3 rct. (5111)5111-1200 FAx (WI5a1-120q ALTnr e: �I°E„sE°P ,�„Ew.�kIA.EE° „„°„L„„ °^,I°„°r CATCH BASIN 51JBCATCHMENT5 Exhibit F — Certifications Owner/Contractor Certifications OWNER AND CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION Notice of Intent (NOI) Permitee and General Contractor and Subcontractors shall thoroughly read the Stormwater Pollution Prevention Plan (SWPPP). Each representative of his or her company shall fully understand, based upon their scope of work, that Erosion and Pollution Controls are required for this project and when their individual responsibilities are. The NOI Permitee, General Contractor and all Subcontractors shall sign the "logbook" listed below. If a Subcontractor wishes to NOT sign the logbook, the General Contractor is to obtain the name, company and phone number of this Subcontractor and list the information in the logbook. 1.1 NOI Permittee's Certification "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 New York State Pollutant Discharge Elimination System (SPDES) General Permit (GP -0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." Print Name: Signature: Phone #: Company Name: Company Address: 1.2 General Site Contractor's Contractor and Subcontractor's Certification: "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 New York State Pollutant Discharge Elimination System (SPDES) General Permit (GP -0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." General Site Contractor Print Name: Signature: Phone #: Company Name: Company Address: Each Subcontractor to the General Contractor (GC) or contractor responsible for site construction aspects shall list their company responsibility (e.g. Landscaper, Underground Utilities (water or sewer) Installer, Electric Service Installer, Gas Service Installer, Asphalt Pavement Installer, etc.) Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Subcontractor to the Site GC (list responsibility) Print Name: Signature:_ Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. 1.3 Building Contractor and Subcontractor's Certification (if applicable): "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 New York State Pollutant Discharge Elimination System (SPDES) General Permit (GP -0-20-001) for Stormwater Discharges from Construction Activity and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." Building Contractor Print Name: Company Name: Signature: Company Address: Phone #: Each Subcontractor to the General Contractor (GC) of the building(s) or contractor responsible for building construction aspects shall list their company responsibility (e.g. Electrical, Plumbing, Masonry, Structural, Foundations, etc.) Subcontractor to the Building GC (list responsibility) Print Name: Company Name: Signature: Phone #: Subcontractor to the Building GC (list responsibility) Print Name: Company Name: Signature: Phone #: Subcontractor to the Building GC (list responsibility) Print Name: Company Name: Signature: Phone #: For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Subcontractor to the Building GC (list responsibility) Print Name: Signature: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: Company Name: Phone #: For each Subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. Exhibit G — NOI/NOT .1 Notice of Intent .2 Notice of Termination .3 MS4 Acceptance Form .4 SPDES General Permit GP -0-20-001 .5 SWPPP Inspection Reports I 0644089821 NOTICE OF INTENT New York State Department of Environmental Conservation Alk Division of Water 625 Broadway, 4th Floor NYREEEEEE Albany, New York 12233-3505 (for DEC use only) Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP -0-20-001 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Owner/Operator Information Owner/Operator (Company Name/Private Owner Name/Municipality Name) Owner/Operator Contact Person Last Name (NOT CONSULTANT) K I T C H N E R Owner/Operator Contact Person First Name S C O T T Owner/Operator Mailing Address Cit State Zip N Y 1 2 8 6 6 - Phone (Owner/Operator) Fax (Owner/Operator) 5 1 8- 5 8 l- l 2 0 1 5 1 8- 5 8 1- l 2 0 9 Email (Owner/Operator) FED TAX ID l 4- 1 3 2 3 6 0 7 (not required for individuals) Page 1 of 14 I 6401089828 Project Site Information Project/Site Name S T E WA R T ' S S H O P S - W E I B E L AV E N U E Street Address (NOT P.O. BOX) 4 0 2 L A K E A V E N U E Side of Street O North ® South O East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) C I T Y O F S A R A T O G A S P R I N G S State Zip County DEC Region N Y 1 2 8 6 6- S A R A T O G A 5 Name of Nearest Cross Street G I L B E R T R O A D Distance to Nearest Cross Street (Feet) 0 Tax Map Numbers Section -Block -Parcel 1 6 6 0 0- 3- 2 6 Project In Relation to Cross Street O North O South O East 4 West Tax Map Numbers 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i"(identify). Then click on the center of your site and a new window containing the X. Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Easting) 6 0 2 2 6 8 2. What is the nature of this construction project? O New Construction Y Coordinates (Northing) 4 7 7 0 8 9 7 ® Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 I 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH A B C Pre -Development Post -Development 0 Existing Land Use % Future Land Use 0 FOREST O SINGLE FAMILY HOME Number of Lots 0 PASTURE/OPEN LAND 0 SINGLE FAMILY SUBDIVISION 0 CULTIVATED LAND 0 TOWN HOME RESIDENTIAL 0 SINGLE FAMILY HOME 0 MULTIFAMILY RESIDENTIAL 0 SINGLE FAMILY SUBDIVISION 0 INSTITUTIONAL/SCHOOL 0 TOWN HOME RESIDENTIAL 0 INDUSTRIAL 0 MULTIFAMILY RESIDENTIAL ® COMMERCIAL 0 INSTITUTIONAL/SCHOOL 0 MUNICIPAL 0 INDUSTRIAL 0 ROAD/HIGHWAY ® COMMERCIAL 0 RECREATIONAL/SPORTS FIELD O ROAD/HIGHWAY 0 BIKE PATH/TRAIL 0 RECREATIONAL/SPORTS FIELD 0 LINEAR UTILITY (water, sewer, gas, etc.) O BIKE PATH/TRAIL 0 PARKING LOT 0 LINEAR UTILITY 0 CLEARING/GRADING ONLY 0 PARKING LOT 0 DEMOLITION, NO REDEVELOPMENT 0 OTHER 0 WELL DRILLING ACTIVITY (Oil, Gas, etc.) O OTHER *Note: for gas well drilling, non -high volume hydraulic fractured wells only 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Future Impervious Total Site Total Area To Existing Impervious Area Within Area Be Disturbed Area To Be Disturbed Disturbed Area 2 6 1 9 0 8 1 4 5. Do you plan to disturb more than 5 acres of soil at any one time? O Yes 0 No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D 1 0 0 % 0 % 0 % 0 % 7. Is this a phased project? O Yes 0 No Start Date End Date 8. Enter the planned start and end dates of the disturbance 0 6 0 6 2 0 2 2 activities. Page 3 of 14 I 8600089821 ��9- Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name S P R I N G R U N 9a. Type of waterbody identified in Question 9? O Wetland / State Jurisdiction On Site (Answer 9b) O Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) O Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site ® Stream / Creek Off Site O River On Site O River Off Site O Lake On Site O Lake Off Site O Other Type On Site O Other Type Off Site 9b. How was the wetland identified? O Regulatory Map O Delineated by Consultant O Delineated by Army Corps of Engineers O Other (identify) 10. Has the surface waterbody (ies ) in question 9 been identified as a *Yes O No 303(d) segment in Appendix E of GP -0-20-001? 11. Is this project located in one of the Watersheds identified in Appendix C of GP -0-20-001? O Yes O No 12. Is the project located in one of the watershed areas associated with AA and AA -S classified waters? If no, skip question 13. O Yes ® No 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is O Yes O No identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? ® Yes O No Page 4 of 14 �i I 6403089820 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, O Yes 0 No O Unknown culverts, etc) ? 16. What is the name of the municipality/entity that owns the separate storm sewer system? 17. Does any runoff from the site enter a sewer classified O Yes ® No O Unknown as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? O Yes No 19. Is this property owned by a state authority, state agency, federal government or local government? O Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup O Yes 0 No Agreement, etc.) 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Standards and Specifications for Erosion and Sediment Control ( aka Blue Book) ? 22. Does this construction activity require the development of a SWPPP that includes the post -construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and ® Yes O No Quantity Control practices/techniques)? If No, skip questions 23 and 27-39. 23. Has the post -construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS ® Yes O No Stormwater Management Design Manual? Page 5 of 14 I 0251089825 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: 0 Professional Engineer (P . E . ) O Soil and Water Conservation District (SWCD) O Registered Landscape Architect (R.L.A) O Certified Professional in Erosion and Sediment Control (CPESC) O Owner/Operator O Other SWPPP Preparer S T E W A R T ' S S H O P S Contact Name (Last, Space, First) Mailina Address City S A R A T O G A S P R I N G S State Zip N Y 1 2 8 6 6 - Phone Fax 5 1 8- 5 8 1- 1 2 0 1 5 1 8- 5 8 1- 1 2 0 9 Email s k i t c h n e r@ s t e w a r t s s h o p s c o rn SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP -0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name s co TIT Last Name K IIT CIH NE R Signature Page 6 of 14 MI Date EO 3 1 6 2 0 2 2 I 0005089822 25. Has a construction sequence schedule for the planned management practices been prepared? ® Yes O No 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural O Check Dams O Construction Road Stabilization 0 Dust Control O Earth Dike O Level Spreader O Perimeter Dike/Swale O Pipe Slope Drain O Portable Sediment Tank O Rock Dam O Sediment Basin O Sediment Traps Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection O Straw/Hay Bale Dike O Temporary Access Waterway Crossing O Temporary Stormdrain Diversion O Temporary Swale O Turbidity Curtain O Water bars Biotechnical O Brush Matting O Wattling Vegetative Measures O Brush Matting O Dune Stabilization O Grassed Waterway 0 Mulching O Protecting Vegetation O Recreation Area Improvement Seeding Sodding O Straw/Hay Bale Dike O Streambank Protection O Temporary Swale 0 Topsoiling O Vegetating Waterways Permanent Structural O Debris Basin O Diversion O Grade Stabilization Structure 0 Land Grading O Lined Waterway (Rock) O Paved Channel (Concrete) O Paved Flume O Retaining Wall O Riprap Slope Protection O Rock Outlet Protection 0 Streambank Protection I 0182089828 Post -construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. 0 Preservation of Undisturbed Areas O Preservation of Buffers 0 Reduction of Clearing and Grading O Locating Development in Less Sensitive Areas O Roadway Reduction O Sidewalk Reduction O Driveway Reduction O Cul-de-sac Reduction O Building Footprint Reduction O Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version) . ® All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). O Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post -construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). Total WQv Required 0 0 7 6 acre-feet 29. Identify the RR techniques (Area Reduction), RR techniques (Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28). Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. Page 8 of 14 7738089822 Table 1- Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing RR Techniques (Area Reduction) Area (acres) Impervious Area (acres) O Conservation of Natural Areas (RR -1) ... -E and/or -E O Sheetf low to Riparian Buffers Filters Strips (RR -2) ,,,,,,,,,, -1-E and/or - O Tree Planting/Tree Pit (RR -3) ,,,,••..•. and/or O Disconnection of Rooftop Runoff (RR -4) • • - and/or - RR Techniques (Volume Reduction) O Vegetated Swale (RR -5)....................................... O Rain Garden (RR -6) ............................................ - O Stormwater Planter (RR -7) - O Rain Barrel/Cistern (RR -8) •• - O Porous Pavement (RR -9) ........................................ - O Green Roof (RR -10) ............................................ - Standard SMPs with RRv Capacity O Infiltration Trench (I-1) ..................................... ' O Infiltration Basin (1-2) ...................................... ' 0 2 3 2 *Dry Well I-3 ................................................ 1 1 5 9 ® Underground Infiltration System (1-4) ........................ - O Bioretention (F-5) ............................................ ' O Dry Swale (0-1) ............................................... - Standard SMPs O Micropool Extended Detention (P-1) ............................ O Wet Pond (P-2) ................................................ O Wet Extended Detention (P-3) .................................. O Multiple Pond System(P-4) .................................... - O Pocket Pond(P-5)............................................. . O Surface Sand Filter (F-1) ••••••••••••••••••••••••••••••••••••• - O Underground Sand Filter (F-2) •••••••••••••••••••••••••••••••• O Perimeter Sand Filter (F-3) ••••••••••••••••••••••••••••••••••• E -:1-E O Organic Filter (F-4) ......................................... . O Shallow Wetland (W-1) ......................................... O Extended Detention Wetland (W-2) . ............................. O Pond/Wetland System (W-3) ..................................... O Pocket Wetland (W- 4 ) .......................................... O Wet Swale (0-2) ............................................... - Page 9 of 14 I 0762089822 Alternative SMP Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area (acres) ® 1 3 9 l Hydrodynamic ............................................... O Wet Vault - .................................................. O Media Filter ............................................... O Other Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Name F I R S T D E F E N S E H I G H C A P A C I T Y 3 H C Manufacturer H Y D R O I N T E R N A T I O N A L Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided 0 - 0 7 6 acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required ( #28) . If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) /12, Ai= (S) (Aic) ] Minimum RRv Required E E acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? L If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28) . A detailed evaluation of the specific site limitations and justification for not reducing 1000 of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 ® Yes O No O Yes O No 1766089827 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30). Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided _-E acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a) . - 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? O Yes O No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a), if applicable. CPv Required CPv Provided 0- l 8 0 acre-feet 0. 1 8 0 acre-feet 36a. The need to provide channel protection has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a), if applicable. Total Overbank Flood Control Criteria (Qp) Pre -Development Post -development 2- 3 9CFS 0-7 2 CFS Total Extreme Flood Control Criteria (Qf) Pre -Development Post -development 6- 3 5 CFS 2. 4 3 CFS Page 11 of 14 I 1310089822 37a. The need to meet the Qp and Qf criteria has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Downstream analysis reveals that the Qp and Qf controls are not required 38. Has a long term Operation and Maintenance Plan for the post -construction stormwater management practice(s) been 0 Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance S T E W A R T ' S S H O P S 39. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required (#2 8) . ( See question 32a) This space can also be used for other pertinent project information. Page 12 of 14 I 4285089826 40. Identify other DEC permits, existing and new, that are required for this project/facility. O Air Pollution Control O Coastal Erosion O Hazardous Waste O Long Island Wells O Mined Land Reclamation O Solid Waste O Navigable Waters Protection / Article 15 O Water Quality Certificate O Dam Safety O Water Supply O Freshwater Wetlands/Article 24 O Tidal Wetlands O Wild, Scenic and Recreational Rivers O Stream Bed or Bank Protection / Article 15 O Endangered or Threatened Species(Incidental Take Permit) O Individual SPDES O SPDES Multi -Sector GP N Y R O Other ® None 41. Does this project require a US Army Corps of Engineers Wetland Permit? O Yes No If Yes, Indicate Size of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? 0 Yes O No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along Yes O No with this NOI? 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y R Page 13 of 14 I 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Print First Name MI R Y A N M Print Last Name R U BA D 0 Owner/Operator Signature Date 0 3 1 6 2 0 2 2 Page 14 of 14 New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I. Owner or Operator Information 1. Owner/Operator Name: STEWART'S SHOPS 2. Street Address: PO BOX 435 3. City/State/Zip: SARATOGA SPRINGS, NY 12866 4. Contact Person: RYAN RUBADO 4a.Telephone:518-581-1201 4b. Contact Person E -Mail rrub ado g stewartsshops. com II. Project Site Information 5. Project/Site Name: STEWART'S SHOPS - WEIBEL AVENUE 6. Street Address: 402 LAKE AVENUE 7. City/Zip: SARATOGA SPRINGS NY 12866 8. County: SARATOGA III. Reason for Termination 9aX All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year)- month/ ear9b. 9b.❑Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number: NYR (Note: Permit coverage can not be terminated by owner identified in 1.1. above until new owner/operator obtains coverage under the general permit) 9c. ❑Other (Explain on Page 2) IV. Final Site Information - nformation:10a. 1 Oa.Did this construction activity require the development of a SWPPP that includes post -construction stormwater management practices? eyes ❑ no (If no, go to question 10f.) 10b. Have all post -construction stormwater management practices included in the final SWPPP been constructed? eyes ❑ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? STEWART'S SHOPS Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? ayes ❑ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): ❑ Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. ❑ Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). x For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record. ❑ For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 1Of. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? 1. 6 ACRES (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? X yes ❑ no (If Yes, complete section VI - "MS4 Acceptance" statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 1Ob. , if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name- ame:Title/Position:Signature: Title/Position- Signature- Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity -continued VII. Qualified Inspector Certification -Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Ryan Rubado Title/Position: Project Manager Signature: Date: VIII. Qualified Inspector Certification -Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Ryan Rubado Title/Position: Project Manager Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Ryan Rubado Title/Position: Project Manager Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 New York State Department of Environmental Conservation Adh Division of Water Imhof 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1. Owner/Operator Name: Stewart's Shops 2. Contact Person: Ryan Rubado 3. Street Address: PO Box 435 4. City/State/Zip: Saratoga Springs, NY 12866 II. Project Site Information 5. Project/Site Name: Stewart's Shops - Weibel Avenue 6. Street Address: 402 Lake Avenue 7. City/State/Zip: Saratoga Springs, NY 12866 III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4: City of Saratoga Springs 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: (NYS DEC - MS4 SWPPP Acceptance Form - January 2010) Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information Page 2 of 2 mEW YORK Department of STATE. OF e. - -5'- OPPOKUNITY Environmental Conservabon NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP- 0-20-001 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2020 Expiration Date: January 28, 2025 John J. Ferguson Chief Permit Administrator ----------------- authorized Signature i Date Address: NYS DEC Division of Environmental Permits 025 Broadway, 4th Floor Albany, N.Y. 12233-1750 PREFACE Pursuant to Section 402 of the Clean Water Act ("CWA"), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of "construction activity', as defined under 40 CFR 122.26(b)(1 4)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS.............................................................1 A. Permit Application.................................................................................................1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post -construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality.....................................................................................8 E. Eligibility Under This General Permit.....................................................................9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part II. PERMIT COVERAGE...........................................................................................12 A. How to Obtain Coverage.....................................................................................12 B. Notice of Intent (NOI) Submittal..........................................................................13 C. Permit Authorization............................................................................................13 D. General Requirements For Owners or Operators With Permit Coverage ...........15 E. Permit Coverage for Discharges Authorized Under GP -0-15-002 .......................17 F. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN(SWPPP)...........................18 A. General SWPPP Requirements..........................................................................18 B. Required SWPPP Contents................................................................................20 C. Required SWPPP Components by Project Type.................................................24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS.....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements.............................................24 C. Qualified Inspector Inspection Requirements......................................................25 Part V. TERMINATION OF PERMIT COVERAGE...........................................................29 A. Termination of Permit Coverage.........................................................................29 Part VI. REPORTING AND RETENTION RECORDS......................................................31 A. Record Retention................................................................................................31 B. Addresses...........................................................................................................31 Part VII. STANDARD PERMIT CONDITIONS..................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit........................................................32 C. Enforcement........................................................................................................32 D. Need to Halt or Reduce Activity Not a Defense...................................................32 E. Duty to Mitigate...................................................................................................33 F. Duty to Provide Information.................................................................................33 G. Other Information................................................................................................33 H. Signatory Requirements......................................................................................33 I. Property Rights...................................................................................................35 J. Severability..........................................................................................................35 K. Requirement to Obtain Coverage Under an Alternative Permit ...........................35 L. Proper Operation and Maintenance....................................................................36 M. Inspection and Entry ...........................................................................................36 N. Permit Actions.....................................................................................................37 O. Definitions...........................................................................................................37 P. Re -Opener Clause..............................................................................................37 Q. Penalties for Falsification of Forms and Reports.................................................37 R. Other Permits......................................................................................................38 APPENDIX A —Acronyms and Definitions.......................................................................39 Acronyms...................................................................................................................... 39 Definitions.....................................................................................................................40 APPENDIX B —Required SWPPP Components by Project Type....................................48 Table1..........................................................................................................................48 Table2..........................................................................................................................50 APPENDIX C —Watersheds Requiring Enhanced Phosphorus Removal ........................52 APPENDIX D —Watersheds with Lower Disturbance Threshold.....................................58 APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) ...........59 APPENDIX F —List of NYS DEC Regional Offices..........................................................65 (Part 1) Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(1 5)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.13.1. (a) — (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non -numeric effluent limitations in Part I.B.1.(a) — (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the (Part I.B.1) deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments (Part I.B.1.b) listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; 3 (Part LBA .e.iii) (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post -construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post -construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015, using sound engineering judgment. Where post -construction stormwater management practices ("SMPs") are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post -construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., C. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality Volume ("WQv") by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. CI (Part I.C.2.a.ii) For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended detention of the post -developed 1 -year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria ("Qf'): Requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1 -year, 24 hour design storm over the post -developed watershed and shall be 5 (Part I.C.2.b.i) calculated in accordance with the criteria in Section 10.3 of the Design Manual. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post -developed 1 -year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. Co (Part I.C.2.c) c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1 (B) (IV) of the Design Manual. If there is an existing post -construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site 7 (Part I.C.2.d) d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post -construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. E'� (Part LE) E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: "Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned"; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de -watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part LD of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or 9 (Part I. F.4) operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase T", (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or T" (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase "D" (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or T" (regardless of the map unit name), or a combination of the three designations. 10 (Part I . F.8) 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part I I . D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: 11 (Part I. F.8.c) (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part 11. F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. im (Part ILB) B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eN01) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4t" Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA's 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department's online NOI. 3. The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer Certification" statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (""UPA) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits 13 (Part II.C.2.b) must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post -construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post -construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post -construction stormwater management practices pursuant to Part III.C. M (Part H.C.1b) b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance" form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP -0-20- 001), NOI, NO1 Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor's or subcontractor's certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land 15 (Part I I . D.3) use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the 16 (Part 11.D.6) regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post -construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post -construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP -0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP -0-15-002), an owner or operator of a construction activity with coverage under GP -0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post -construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non -design provisions of GP -0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing_, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or 17 (Part II5.3) operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post -construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post -construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post -construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post -construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; M (Part III.A.4.b) b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part I I. D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post -construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with 19 (Part III.A.6) the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project 20 (Part III.B.1.b) b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); flood plain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the sto rmwate r discharge(s ); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection 21 (Part III.B.1.i) schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post -construction stormwater management practice component — The owner or operator of any construction project identified in Table 2 of Appendix B as needing post -construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post -construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post -construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post -construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post -construction stormwater management practice; 0� (Part III.B.2.b) b. A site map/construction drawing(s) showing the specific location and size of each post -construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre -development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post -development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post -construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post - development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post -construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post -construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 23 (Part III.B.3) 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post -construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post -construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post -construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall (Part IV.B.1) begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.13.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ■ licensed Professional Engineer, ■ Certified Professional in Erosion and Sediment Control (CPESC), ■ New York State Erosion and Sediment Control Certificate Program holder ■ Registered Landscape Architect, or ■ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build -out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located 25 (Part IV.C.1.a) in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part 11. D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. 26 (Part IV.C.2.d) d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post -construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post -construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: 27 (Part IV.C.4.a) a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post -construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post - construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and WO (Part IV.C.4.1) I. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.13.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post -construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; 29 (Part V.A.2.b) b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post - construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. Anew owner or operator has obtained coverage under this permit in accordance with Part I I . F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the "MS4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certification (s) required in Part V.A.3. of this permit. 5. For construction activities that require post -construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post -construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, 30 (Part V.A.5.b) b. an executed maintenance agreement is in place with the municipality that will maintain the post -construction stormwater management practice(s), c. for post -construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record, d. for post -construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part 11. B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water 31 (Part VILA) Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non- compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued . C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 32 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post -construction stormwater management practice(s) changes, there is a reduction in the sizing of the post -construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part I I.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOls and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: 33 (Part VII.H.1.a) (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, 34 (Part VII.H.2.b) superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall 35 (Part VII.K.1) include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner oroperator to achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner's or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 36 (Part VII.M.3) 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re -Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. 37 (Part VI1.R) R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. APPENDIX A — Acronyms and Definitions Acronyms APO —Agency Preservation Officer BMP —Best Management Practice CPESC —Certified Professional in Erosion and Sediment Control Cpv —Channel Protection Volume CWA —Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW —Division of Water EAF —Environmental Assessment Form ECL -Environmental Conservation Law EPA — U. S. Environmental Protection Agency HSG —Hydrologic Soil Group MS4 —Municipal Separate Storm Sewer System NOI —Notice of Intent NOT —Notice of Termination NPDES —National Pollutant Discharge Elimination System OPRHP —Office of Parks, Recreation and Historic Places Qf —Extreme Flood Qp — Overbank Flood RRv —Runoff Reduction Volume RWE —Regional Water Engineer SEAR —State Environmental Quality Review SEQRA -State Environmental Quality Review Act SHPA —State Historic Preservation Act SPDES —State Pollutant Discharge Elimination System SWPPP — Stormwater Pollution Prevention Plan TMDL —Total Maximum Daily Load UPA —Uniform Procedures Act USDA —United States Department of Agriculture WQv —Water Quality Volume 39 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building — a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property —means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post -Development Conditions -means the post - development peak flow rate(s) has increased by more than 5% of the pre -developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater". Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for "Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site — means the land area where construction activity(ies) will occur. See definition for "Commence (Commencement ot) Construction Activities" and "Larger Common Plan of Development or Sale" also. Dewatering — means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) -means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system We Appendix A and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) -means any addition of any pollutant to waters of the State through an outlet or point source. Embankment —means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species — see 6 NYCRR Part 182 of the Department's rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) -means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip -rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) -means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property — means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. E, Appendix A Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize —means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer, and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) -means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer—means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development — means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. E,K Appendix A New York State Erosion and Sediment Control Certificate Program — a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source -means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank —means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 43 Appendix A Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post -construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post -construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) —means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC's CLI Appendix A SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York's Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY -0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ■ Re -grading of gravel roads or parking lots, ■ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ■ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ■ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ■ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ■ Long-term use of equipment storage areas at or near highway maintenance facilities, ■ Removal of sediment from the edge of the highway to restore a previously existing sheet -flow drainage connection from the highway surface to the highway ditch or embankment, ■ Existing use of Canal Corp owned upland disposal sites for the canal, and ■ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations — means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria —means the criteria included in Part I.C.2 of the permit that are used to size post -construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) -means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. 45 Appendix A Steep Slope — means land area designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank — as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) — means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post -construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TIVIDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor -means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed Appendix A training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard -means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. Cil APPENDIX B — Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E Single family residential subdivisions with 25% or less impervious cover at total site build -out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Mo Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre -construction conditions once the construction activity is complete Wel Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST -CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build -out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi -family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 50 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST -CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over -head electric transmission line project, wind -power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 51 APPENDIX C — Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed — Figure 4 • Kinderhook Lake Watershed — Figure 5 52 Figure 1 - New York City Watershed East of the Hudson 53 Appendix C atrshd Appendix C Figure 2 - Onondaga Lake Watershed 54 Appendix C Figure 3 - Greenwood Lake Watershed 55 Figure 4 - Oscawana Lake Watershed Appendix C PHILIPSTOWN KEIT PUTNAM VALLEY -OSCAWANA LAKE CARMEL Phosphorus Watershed 56 Figure 5 - Kinderhook Lake Watershed SAND LAKE ; A ; I (.'I; � F I N14:4:;,1, KI NIDERF-POOK .Al A I Iii CHATHAM I own- Villa w or Crty- BGundaty for Mw YbrK Stet KndcMook La]N-r, Watcffahc4d 57 Appendix C EW LEELAN APPENDIX D — Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River -See Figure 1 in Appendix C APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using "The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy" dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build -out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 59 303(d) Segments Impaired by Construction Related Pollutants Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutants Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients LOnondaga Onondaga Creek, Middle, and tribs Nutrients 61 303(d) Segments Impaired by Construction Related Pollutants Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 62 303(d) Segments Impaired by Construction Related Pollutants Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients Stlawrence Black Lake Outlet/Black Lake Nutrients Stlawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 63 303(d) Segments Impaired by Construction Related Pollutants Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George,. Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients .A APPENDIX F — List of NYS DEC Regional Offices WASHINGTON 50 CIRCLE ROAD 50 CIRCLE ROAD 1 NASSAU AND SUFFOLK STONY BROOK, NY 11790 STONY BROOK, NY 11790-3409 TEL. (315) 785-2245 TEL. (631) 444-0365 TEL. (631) 444-0405 BROOME, CAYUGA, CHENANGO, CORTLAND, 615 ERIE BLVD. WEST 7 MADISON, ONONDAGA, SYRACUSE, NY 13204-2400 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, 2 BRONX, KINGS, NEW YORK, 47-40 21 ST ST. 47-40 21 ST ST. LIVINGSTON, MONROE, QUEENS AND RICHMOND LONG ISLAND CITY, NY 11101-5407 LONG ISLAND CITY, NY 11101-5407 SCHUYLER, SENECA, TEL. (585) 226-2466 TEL. (718) 482-4997 TEL. (718) 482-4933 YATES r ALLEGANY, DUTCHESS, ORANGE, PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE, SUITE 1W 3 ROCKLAND, SULLIVAN, ULSTER NEW PALTZ, NY 12561-1696 WHITE PLAINS, NY 10603 AND WESTCHESTER TEL. (845) 256-3059 TEL. (914) 428 - 2505 L ALBANY, COLUMBIA, DELAWARE, GREENE, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD 4 MONTGOMERY, OTSEGO, SCHENECTADY, NY 12306-2014 SCHENECTADY, NY 12306-2014 RENSSELAER, SCHENECTADY TEL. (518) 357-2069 TEL. (518) 357-2045 AND SCHOHARIE CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD 5 SARATOGA, WARREN AND RAY BROOK, NY 12977-0296 WARRENSBURG, NY 12885-1172 TEL. TEL. (518) 897-1234 (518) 623-1200 WASHINGTON HERKIMER, JEFFERSON, STATE OFFICE BUILDING 6 LEWIS, ONEIDA AND 317 WASHINGTON STREET ST. LAWRENCE WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 t BROOME, CAYUGA, CHENANGO, CORTLAND, 615 ERIE BLVD. WEST 7 MADISON, ONONDAGA, SYRACUSE, NY 13204-2400 OSWEGO, TIOGA AND TEL. (315) 426-7438 TOMPKINS i CHEMUNG, GENESEE, LIVINGSTON, MONROE, 6274 EAST AVON -LIMA 8 ONTARIO, ORLEANS, ROADAVON, NY 14414-9519 SCHUYLER, SENECA, TEL. (585) 226-2466 STEUBEN, WAYNE AND YATES r ALLEGANY, 270 MICHIGAN AVENUE 9 CATTARAUGUS, BUFFALO, NY 14203-2999 CHAUTAUQUA, ERIE, TEL. (716) 851-7165 NIAGARA AND WYOMING 65 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 6274 EAST AVON -LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 APPENDIX G EROSION AND SEDIMENT CONTROL PLAN REVIEW CHECKLIST Stewart's Weibel Ave. 402 Lake Avenue, Saratoga Springs, Project Name Site Location NY 12866 Applicant's Name & Address Stewart's Shops PO Box 435 General Saratoga Springs, NY 12866 A narrative statement shall be provided that describes the proposed project nature and purpose; the existing site conditions including topography, vegetation and drainage; adjacent and off-site areas affected by the project; description of the soils on the site and key properties; notations of critical areas such as steep slopes, channels or wetlands; the overall phasing, se- quencing and stabilization plan; total disturbed area and those not to be disturbed. I. Construction Drawings Are the following items shown on the construction drawings: Yes No 1. Vicinity Map with scale and north arrow X 2. Legend, scales, N arrow on plan view g X 3. Existing and proposed topography shown X with contours labeled with spots elevations in critical areas 4. Scope of the plan noted in the Title Block X 5. Limits of clearing and grading shown X 6. Existing vegetation delineated X 7. Soil boundaries shown on the plan view X (In S W P P P ) 8. Existing drainage patterns, 100 year floodplain and sub -areas shown X (I n S W P P P) 9. Existing and proposed development facilities/ improvements shown X 10. Location of Erosion and Sediment control practices X as phased with construction 11. Phasing plan with 5 acre threshold limits shown X (Not Applicable) 12. Stockpile locations, staging areas and access X points clearly defined 13. Street profiles utility locations' property boundaries X (Road Profiles N/A) and, easement delineations shown August 2005 Page G.1 New York Standards and Specifications For Erosion and Sediment Control II. Construction Notes & Details Yes No 1. Specific sequence of operation given for each phase X 2. Inspection and maintenance schedule X (I n S W P P P) shown for the specific practices X 3. Design details show all dimensions and installation X details necessary for construction X 4. Implementation schedule for E&S practices is provided with removal criteria stated X 5. Construction waste management plan incorporated X in the notes 6. Site Inspections during construction are noted on the X drawings and is in accordance with the General Permit X (In S W P P P ) for Stormwater Discharges from Construction Activities X III. Erosion & Sediment Control Practices A. General Yes No 1. Practice meets purpose and design criteria X 2. Standard details and construction notes are provided X 3. Special timing of practice noted if applicable (N/A) 4. Provisions for traffic crossings shown on the (N/A) drawings where necessary B. Practices Controlling Runoff Yes No 1. Positive drainage is maintained with contributing X drainage area shown 2. Flow grades properly stabilized X 3. Adequate outlet or discharge condition stabilized X 4. Necessary dimensions, gradations, calculations, X and materials shown C. Practices Stabilizing Soil Yes No 1. Seeding rates and areas properly shown on the X drawings 2. Mulch materials and rates specified on the drawings X 3. Sequencing and timing provisions limit soil exposure to 14 days X New York Standards and Specifications Page G.2 August 2005 For Erosion and Sediment Control C. Practices Stabilizing Soil (cont'd) Yes No 4. Rolled Erosion Control Products (RECP's) used are specified to location and appropriate weight/tie down x 5. All soil seed bed preparation and amendments X are specified on the drawings or in the specifications 6. The seeding dates are specified to cover the entire year X for both temporary and permanent seedings 7. Maximum created slope is no steeper than 2 foot horizontal to 1 foot vertical X with Cut and Fill slopes shown D. Practices Controlling Sediment Yes No 1. Sediment traps/basins are sized in accordance with criteria x 2. The contributing drainage area is shown on the grading plan 3. All scaled dimensions and volumes are shown on the plan X 4. Maintenance requirements and clean out elevations X established for all sediment control practices (50% capacity) 5. All access points of the project are shown to be stabilized X 6. Storm drain inlets adequately protected X 7. Silt fences are shown on the contour lines with no more X than one quarter acre per 100 foot drainage to it 8. Temporary sediment traps being used at locations of future stormwater infiltration facilities x (In SWPPP) August 2005 Page G.3 New York Standards and Specifications For Erosion and Sediment Control Additional Comments Plan Reviewed By: Date: New York Standards and Specifications Page GA August 2005 For Erosion and Sediment Control APPENDIX H STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION ACTIVITIES CONSTRUCTION SITE LOG BOOK Table of Contents I. Pre -Construction Meeting Documents a. Preamble to Site Assessment and Inspections b. Operator's Certification C. Qualified Professional's Credentials & Certification d. Pre -Construction Site Assessment Checklist II. Construction Duration Inspections a. Directions b. Modification to the SWPPP III. Monthly Summary Reports IV. Monitoring, Reporting, and Three -Month Status Reports a. Operator's Compliance Response Form Properly completing forms such as those contained in Appendix H meet the inspection requirement of NYS- DEC SPDES GP for Construction Activities. Completed forms shall be kept on site at all times and made avail- able to authorities upon request. August 2005 Page H.1 New York Standards and Specifications For Erosion and Sediment Control I. PRE -CONSTRUCTION MEETING DOCUMENTS Project Name Permit No. Name of Operator Prime Contractor Date of Authorization a. Preamble to Site Assessment and Inspections The Following Information To Be Read By All Person's Involved in The Construction of Stormwater Re- lated Activities: The Operator agrees to have a qualified professional' conduct an assessment of the site prior to the com- mencement of construction and certify in this inspection report that the appropriate erosion and sediment controls described in the SWPPP have been adequately installed or implemented to ensure overall prepared- ness of the site for the commencement of construction. Prior to the commencement of construction, the Operator shall certify in this site logbook that the SWPPP has been prepared in accordance with the State's standards and meets all Federal, State and local erosion and sediment control requirements. When construction starts, site inspections shall be conducted by the qualified professional at least every 7 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater (Construction Dura- tion Inspections). The Operator shall maintain a record of all inspection reports in this site logbook. The site logbook shall be maintained on site and be made available to the permitting authorities upon request. The Operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities on a monthly basis (Monthly Summary Report). The operator shall also prepare a written summary of compliance with this general permit at a minimum frequency of every three months (Operator's Compliance Response Form), while coverage exists. The sum- mary should address the status of achieving each component of the SWPPP. Prior to filing the Notice of Termination or the end of permit term, the Operator shall have a qualified pro- fessional perform a final site inspection. The qualified professional shall certify that the site has undergone final stabilization using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls (such as silt fencing) not needed for long-term erosion control have been removed. In addition, the Operator must identify and certify that all permanent structures described in the SWPPP have been constructed and provide the owner(s) with an operation and maintenance plan that ensures the structure(s) continuously functions as designed. 1 "Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls, such as a Certified Professional in Erosion and Sediment Control (CPESC), soil scientist, licensed engineer or someone working under the direction and supervision of a licensed engineer (person must have experience in the principles and practices of erosion and sediment control). 2 "Commencement of construction" means the initial removal of vegetation and disturbance of soils associated with clearing, grading or excavating activities or other construction activities. 3 "Final stabilization" means that all soil -disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of eighty (80) percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent struc- tures. New York Standards and Specifications Page H.2 August 2005 For Erosion and Sediment Control b. Operators Certification "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. Further, I hereby certify that the SWPPP meets all Federal, State, and local erosion and sediment control requirements. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law. Name (please print): Title Address: Phone: Email: Signature: c. Qualified Professional's Credentials &Certification Date: "I hereby certify that I meet the criteria set forth in the General Permit to conduct site inspections for this project and that the appropriate erosion and sediment controls described in the SWPPP and as described in the following Pre -construction Site Assessment Checklist have been adequately installed or implemented, ensuring the overall preparedness of this site for the commencement of construction." Name (please print): Title Address: Phone: Email: Signature• Date: August 2005 Page H.3 New York Standards and Specifications For Erosion and Sediment Control d. Pre -construction Site Assessment Checklist (NOTE: Provide comments below as necessary) 1. Notice of Intent, SWPPP, and Contractors Certification: Yes No NA [ ] [ ] [ ] Has a Notice of Intent been filed with the NYS Department of Conservation? [ ] [ ] [ ] Is the SWPPP on-site? Where? [ ] [ ] [ ] Is the Plan current? What is the latest revision date? [ ] [ ] [ ] Is a copy of the NOI (with brief description) onsite? Where? [ ] [ ] [ Have all contractors involved with stormwater related activities signed a contractor's certification? 2. Resource Protection Yes No NA [ ] [ ] [ Are construction limits clearly flagged or fenced? [ ] [ ] [ ]Important trees and associated rooting zones, on-site septic system absorption fields, existing vegetated areas suitable for filter strips, especially in perimeter areas, have been flagged for protection. [ ] [ ] [ ]Creek crossings installed prior to land -disturbing activity, including clearing and blasting. 3. Surface Water Protection Yes No NA [ ] [ ] [ ]Clean stormwater runoff has been diverted from areas to be disturbed. [ ] [ ] [ ]Bodies of water located either on site or in the vicinity of the site have been identified and protected. [ ] [ ] [ ]Appropriate practices to protect on-site or downstream surface water are installed. [ ] [ ] [ Are clearing and grading operations divided into areas <5 acres? 4. Stabilized Construction Entrance Yes No NA [ ] [ ] [ ] A temporary construction entrance to capture mud and debris from construction vehicles before they enter the public highway has been installed. [ ] [ ] [ ]Other access areas (entrances, construction routes, equipment parking areas) are stabilized immediately as work takes place with gravel or other cover. [ ] [ ] [ ]Sediment tracked onto public streets is removed or cleaned on a regular basis. 5. Perimeter Sediment Controls Yes No NA [ ] [ ] [ ]Silt fence material and installation comply with the standard drawing and specifications. [ ] [ ] [ ]Silt fences are installed at appropriate spacing intervals [ ] [ ] [ ]Sediment/detention basin was installed as first land disturbing activity. [ ] [ ] [ ]Sediment traps and barriers are installed. 6. Pollution Prevention for Waste and Hazardous Materials Yes No NA [ ] [ ] [ The Operator or designated representative has been assigned to implement the spill prevention avoidance and response plan. [ ] [ ] [ The plan is contained in the SWPPP on page [ ] [ ] [ ]Appropriate materials to control spills are onsite. Where? New York Standards and Specifications Page HA August 2005 For Erosion and Sediment Control II. CONSTRUCTION DURATION INSPECTIONS a. Directions: Inspection Forms will be filled out during the entire construction phase of the project. Required Elements: (1) On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14 -day period; (2) Indicate on a site map all areas of the site that have undergone temporary or permanent stabilization; (3) Indicate all disturbed site areas that have not undergone active site work during the previous 14 -day period; (4) Inspect all sediment control practices and record the approximate degree of sediment accumulation as a percentage of sediment storage volume (for example, 10 percent, 20 percent, 50 percent); (5) Inspect all erosion and sediment control practices and record all maintenance requirements such as verifying the integrity of barrier or diversion systems (earthen berms or silt fencing) and containment systems (sediment basins and sediment traps). Identify any evidence of rill or gully erosion occurring on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive deposition of sediment or ponding water along barrier or diversion systems. Record the depth of sediment within containment structures, any erosion near outlet and overflow structures, and verify the ability of rock filters around perforated riser pipes to pass water; and (6) Immediately report to the Operator any deficiencies that are identified with the implementation of the SWPPP. August 2005 Page H.5 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS SITE PLAN/SKETCH Inspector (print name) Qualified Professional (print name) The above signed acknowledges that, to the forms is accurate and complete. Date of Inspection Page I of Qualified Professional Signature best of his/her knowledge, all information provided on the New York Standards and Specifications Page H.6 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 2 of Maintaining Water Quality Yes No NA [ ] [ ] [ ] Is there an increase in turbidity causing a substantial visible contrast to natural conditions? [ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease? [ ] [ ] [ All disturbance is within the limits of the approved plans. [ ] [ ] [ Have receiving lake bay, stream, and/or wetland been impacted by silt from project? Housekeeping 1. General Site Conditions Yes No NA [ ] [ ] [ ] Is construction site litter and debris appropriately managed? Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? Is dust adequately controlled? 2. Temporary Stream Crossing Yes No NA [ ] [ ] [ ]Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ]Installed non -woven geotextile fabric beneath approaches. [ ] [ ] [ ] Is X11 composed of aggregate (no earth or soil)? [ ] [ ] [ ]Rock on approaches is clean enough to remove mud from vehicles &prevent sediment from entering stream during high flow. Runoff Control Practices 1. Excavation Dewatering Yes No NA [ ] [ ] [ ]Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. [ ] [ ] [ ]Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ]Sediment laden water from work area is being discharged to asilt-trapping device. [ ] [ ] [ ]Constructed upstream berm with one -foot minimum freeboard. 2. Level Spreader Yes No NA [ ] [ ] [ ]Installed per plan. [ ] [ ] [ ]Constructed on undisturbed soil, not on X11, receiving only clear, non -sediment laden flow. [ ] [ ] [ ]Flow sheets out of level spreader without erosion on downstream edge. 3. Interceptor Dikes and Swales Yes No NA [ ] [ ] [ ]Installed per plan with minimum side slopes 2H:1 V or flatter. [ ] [ ] [ ]Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. Sediment -laden runoff directed to sediment trapping structure August 2005 Page H.7 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 3 of Runoff Control Practices (continued) 4. Stone Check Dam Yes No NA [ ] [ ] [ ] Is channel stable? (flow is not eroding soil underneath or around the structure). [ ] [ ] [ ]Check is in good condition (rocks in place and no permanent pools behind the structure). [ ] [ ] [ Has accumulated sediment been removed?. 5. Rock Outlet Protection Yes No NA [ ] [ ] [ ]Installed per plan. Installed concurrently with pipe installation. Soil Stabilization 1. Topsoil and Spoil Stockpiles Yes No NA [ ] [ ] [ ]Stockpiles are stabilized with vegetation and/or mulch. Sediment control is installed at the toe of the slope. 2. Revegetation Yes No NA [ ] [ ] [ ]Temporary seedings and mulch have been applied to idle areas. [ ] [ ] [ ] 4 inches minimum of topsoil has been applied under permanent seedings Sediment Control Practices 1. Stabilized Construction Entrance Yes No NA Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ]Installed per standards and specifications? [ ] [ ] [ ]Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? 2. Silt Fence Yes No NA [ ] [ ] [ ]Installed on Contour, 10 feet from toe of slope (not across conveyance channels). Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ]Fabric buried 6 inches minimum. Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation is % of design capacity. New York Standards and Specifications Page H.8 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 4 of Sediment Control Practices (continued) 3. Storm Drain Inlet Protection (Use for Stone &Block; Filter Fabric; Curb; or, Excavated practices) Yes No NA [ ] [ ] [ ]Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ]Placed wire screen between No. 3 crushed stone and concrete blocks. L l L l L J Drainage area is 1 acre or less. [ ] [ ] [ ]Excavated area is 900 cubic feet. [ ] [ ] [ ]Excavated side slopes should be 2:1. [ ] [ ] [ ] 2" x 4" frame is constructed and structurally sound. [ ] [ ] [ ]Posts 3 -foot maximum spacing between posts. [ ] [ ] [ ]Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at max 8 - inch spacing. Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation % of design capacity. 4. Temporary Sediment Trap Yes No NA [ ] [ ] [ ]Outlet structure is constructed per the approved plan or drawing. [ ] [ ] [ ] Geotextile fabric has been placed beneath rock fill. Sediment accumulation is % of design capacity. 5. Temporary Sediment Basin Yes No NA [ ] [ ] [ ]Basin and outlet structure constructed per the approved plan. Basin side slopes are stabilized with seed/mulch. [ ] [ ] [ ]Drainage structure flushed and basin surface restored upon removal of sediment basin facility. Sediment accumulation is % of design capacity. Note: Not all erosion and sediment control practices are included in this listing. Add additional pages to this list as required by site specific design. Construction inspection checklists for post -development stormwater management practices can be found in Appendix F of the New York Stormwater Management Design Manual. August 2005 Page H.9 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS b. Modifications to the SWPPP (To be completed as described below) The Operator shall amend the SWPPP whenever: 1. There is a significant change in design, construction, operation, or maintenance which may have a significant effect on the potential for the discharge of pollutants to the waters of the United States and which has not otherwise been addressed in the SWPPP; or 2. The SWPPP proves to be ineffective in: a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required by this permit; or b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted construction activity; and 3. Additionally, the SWPPP shall be amended to identify any new contractor or subcontractor that will implement any measure of the SWPPP. Modification & Reason: New York Standards and Specifications Page H.10 August 2005 For Erosion and Sediment Control III. Monthly Summary of Site Inspection Activities Name of Permitted Facility: F Today's Date: I Reporting Month: I Location: Permit Identification #: Name and Telephone Number of Site Inspector: Date of I Regular /Rainfall I I I Inspection based Inspection Name of Inspector Items of Concern Owner/Operator Certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law." Signature of Permittee or Duly Authorized Representative Name of Permittee or Duly Authorized Representative Date Duly authorized representatives must have written authorization, submitted to DEC, to sign any permit documents. August 2005 Page H.11 New York Standards and Specifications For Erosion and Sediment Control Exhibit H — Maintenance Checklist Maintenance Checklist Stormwater Practice Maintenance and Management Inspection Checklist Project: Location: Site Status: Date/Time: Inspector: Maintenance Item Satisfactory / Unsatisfactory Comments 1. Closed Drainage System (Annual) Condition of piping Excessive sediment accumulation Condition of drainage structures a. Cracks or displacement b. Minor spalling (<1") c. Major spalling (rebar exposed) d. Joint failures e. Water tightness 2. Debris Cleanout (Monthly) Contributing areas clean of debris 3. Drywell (Annual or after 3" rainfall event within 24 hour period) Excessive sediment accumulation Condition of inlet grate Ponded water (48hrs after storm) Excessive vegetation growth nearby (>18") Accumulation of debris nearby 4. Storm Tech' SC -740 Subsurface Stormwater Infiltration System (Annual or after 3" rainfall event within 24-hour period Initial Year/Semi-Annual (min.) Follow On Years) Excessive sediment accumulation a. Depth of sediment - basin Condition of inlet/outlet pipes Condition of discharge location Evidence of clogging Accumulation of debris Condition of inspection ports Condition of inlet/outlet structures 5. Hydrodynamic Separators (Tri -Annual Initial Year/Bi-Annual Follow On Years) Condition of concrete a. Cracks or displacement b. Minor spalling (<1") c. Major spalling (rebar exposed) d. Joint failures e. Water tightness Excessive sediment accumulation Depth of floatables Hydrocarbons requiring removal Comments: Actions to be Taken: