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HomeMy WebLinkAbout20211081 126 West Ave Stie Plan SWPPP 2022-11-28 STORMWATER POLLUTION PREVENTION PLAN For Mixed Use Development 126 West Avenue City of Saratoga Springs Saratoga County State of New York Applicant: B&D Properties, LLC 2603 Guilderland Avenue Schenectady, NY 12306 Prepared By: Ingalls & Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Phone: (518) 393-7725 Fax: (518) 393-2324 Prepared: October 18, 2021 Revised: November 22, 2022 TABLE OF CONTENTS Section Page Number I. PROJECT BACKGROUND INFORMATION ............................................................................. 1 II. PRE VS. POST-DEVELOPMENT COMPARISON ................................................................... 2 III. EROSION & SEDIMENT CONTROL .......................................................................................... 3 IV. WATER QUALITY AND QUANTITY CONTROL PLAN ....................................................... 5 V. SUMMARY ........................................................................................................................................ 7 LIST OF APPENDICIES APPENDIX A .......................................................... NYSDEC LETTER OF ACKNOWLEDGEMENT APPENDIX B ............................................................................................. GP-0-20-001 PERMIT APPENDIX C ................................................................................. SITE LOCATION AND SOILS MAP APPENDIX D ................................................................................................. DRAINAGE ANALYSIS APPENDIX E.......................................................................................... NOTICE OF INTENT (NOI) APPENDIX F ................................................................... EROSION AND SEDIMENT CONTROL PLAN APPENDIX G ................................... WATER QUALITY & GREEN INFRASTRUCTURE WORKSHEETS APPENDIX H .......................................................................................... MS4 ACCEPTANCE FORM APPENDIX I................................................................................... SUPPORTING DOCUMENTATION APPENDIX J ......................................................................................... SAMPLE INSPECTION FORM APPENDIX K .......................................................................................... NOTICE OF TERMINATION APPENDIX L ....................................................................OPERATIONS & MAINTENANCE MANUAL S W P P P P a g e | 1 I. PROJECT BACKGROUND INFORMATION The proposed project consists of the construction of a mixed use building containing four (4) townhouses, office space, and a third-floor apartment unit, located at 126 West Avenue, City of Saratoga Springs, Saratoga County, State of New York. The 0.5- acre project site is identified as Tax/Map parcel #165.72-1-22.1. Water and sanitary sewer service will be provided through connection to the existing municipal water and sewer located on Grand Avenue and West Avenue. The 0.5± acre area of disturbance is associated with the construction of the mixed- use building, driveway, parking lot, utility connections, and stormwater management practices. Since soil disturbance associated with the proposed development is more than 0.1 acres, the project requires the preparation of a Stormwater Pollution Prevention Plan (SWPPP) in accordance with the City of Saratoga Springs Code. The project also meets the applicability of Chapter 9 of the New York State Stormwater Design Manual to be considered a redevelopment activity. Site Characteristics The 0.5± acre property contains an existing single-family residence. Impervious area associated with the existing house and driveway totals 8,337± SF. The Saratoga County Soils Map (Appendix C) shows the soils within the area of development to be Windsor loamy sand (WnB) 3 to 8 percent slopes. The site is divided into (2) subcatchments with a large portion draining to the south ultimately discharging into the existing closed drainage network within Grand Avenue. This location has been identified as analysis point A. The remainder of the site drains to the northern property boundary. This location has been identified as analysis point B. The project site consists of primarily grass lawn, with a split-level residential structure and paved impervious areas. Endangered or Threatened Species The New York State Department of Environmental Conservation (NYSDEC) Environmental Resource Mapper and the United States Fish & Wildlife Service were reviewed to determine the likelihood of state or federally listed Threatened & Endangered (T&E) species or critical habitat areas existing within the project parcel (Appendix I). Based on the NYSDEC mapper (2) species were identified as being potentially affected by the project, (Karner Blue Butterfly and Monarch Butterfly). Review of the already developed site did not find any presence or potential habitat of the listed species. Cultural Resources Although the site is identified as potentially being in an archeologically sensitive area, it is unlikely given prior soil disturbance that the project site contains any items of S W P P P P a g e | 2 cultural importance. Through coordination with the New York State Office of Parks, Recreation and Historic Preservation (OPRHP) the project site was determined not to be in an historically sensitive area. OPRHP concluded that the project would not have any impact on any historic properties (See Appendix I for “Letter of No Effect” from OPRHP). II. PRE VS. POST-DEVELOPMENT COMPARISON Per City of Saratoga Code, the runoff rates for pre and post development conditions were analyzed. As the table below demonstrates the proposed development will not negatively alter hydrology of the site. The peak flow rates for the post development conditions are equal to or less than the existing, predevelopment conditions of the property. Pre vs. Post-Development Runoff Rate Comparison Analysis Point 1-YR (CPV-ED) 10-YR (Qp) 100-YR (Qf) Pre Post Pre Post Pre Post A 0.00 cfs 0.00 cfs 0.37 cfs 0.22 cfs 2.14 cfs 1.88 cfs B 0.00 cfs 0.00 cfs 0.03 cfs 0.00 cfs 0.33 cfs 0.06 cfs Sources of water pollution during construction typically include erosion, siltation, and debris transport from excavated site areas, accidental spillage or leakage of motor fuels, lubrication oils, and other fluids from construction equipment, and other potential releases of construction related debris. In post construction, typical pollution sources include leakage of motor fuel or lubricating oils onto pavement, sediment-laden runoff from paved areas after deicing procedures, and runoff from landscaped areas that may contain fertilizers and other landscape maintenance chemicals. Stormwater quality and erosion control during construction will utilize temporary measures including installation of silt fencing, vegetation protection barriers, and if needed, stone check dams to minimize soil erosion and water pollution. As described in the site characteristics, stormwater runoff produced from the project site drains to Analysis Points A and B located to the south and north of the project site, respectively. This drainage pattern will be maintained after construction. Any minor increase in runoff associated with the construction of the mixed-use building, parking lot, and driveway will be negligible and mitigated through the use of porous pavement within the parking stalls, and a dry swale and vegetated filter strip for rooftop runoff. These features will attenuate stormwater flows such that post development discharge rates will be equal or less than predevelopments conditions. These practices also provide water quality treatment in accordance with by NYSDEC GP-0-20-001. S W P P P P a g e | 3 III. EROSION & SEDIMENT CONTROL I. Temporary Controls during Construction During the project’s construction phase the site will be the most susceptible to erosion and sedimentation. To prevent erosion during the construction phase, the following temporary erosion control measures will be used.  Silt fencing will be placed around proposed toe of slopes.  Tracking pads (Stabilized Construction Entrances) shall be constructed at site entrance.  Silt fence shall be constructed around all temporary stockpiles of fill, topsoil, and excavated overburden. Silt fence shall be maintained in good condition until such time as said stockpiles are removed and stockpiling areas are brought to final grade and permanently stabilized.  Seeding/mulch shall be used to stabilize inactive areas of topsoil and fill that is to remain stockpiled on-site for periods greater than 14 days. Prior to the seeding operation, the stockpiled material shall be graded as needed and feasible to permit the use of conventional equipment for seedbed preparation, seeding, mulch application and mulch anchoring.  If applicable, all disturbed slopes greater than 3:1 shall receive biodegradable rolled fabric to protect slopes from erosion.  Water trucks will be used for dust control on roadways.  Site debris and rubbish shall be properly disposed of daily.  Stockpiled construction materials shall be covered, contained, and elevated.  The contractor shall avoid the use of toxic products and materials to the maximum extent.  Spill control supplies and Material Safety Data Sheets (MSDS) shall be stocked and maintained in readily accessible locations. All temporary controls must be functioning and left in-place until the entire contributing area treated by the practice reaches final stabilization. All Erosion & Sediment Control practices shall be installed and maintained in accordance with “NYS Standards for Erosion & Sediment Control” (2016-Blue Book). Site Assessment and Inspections All erosion and sediment control measures shall be routinely inspected by the owner or his representative to ensure control measures are functioning properly at all times. At a minimum, routine inspections should take place after all heavy storm events. Erosion control devices shall be cleaned and repaired as necessary to insure proper operation. S W P P P P a g e | 4 Per the City of Saratoga Springs Stormwater ordinance, the owner/operator shall maintain a record of all project documents including the SWPPP and any inspection reports the duration of the project. Stabilization The operator shall initiate stabilization measures as soon as practical in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 14 days after the construction activity in the portion of the site has temporarily or permanently been ceased. The soil stabilization measures selected shall be in conformance with the most current version of the technical standard, “New York Standards and Specifications for Erosion and Sediment Control.” This requirement does not apply when construction activity is temporarily or permanently ceased due to snow cover or frozen ground conditions. In this case stabilization measures shall be initiated as soon as practicable. Winter Stabilization The following measures shall apply for construction activities involved with land disturbance and exposure between November 15th and April 1st.  Ensure adequate storage is provided for cleared snow and control of melt water in a manner not affecting ongoing construction activities.  Enlarge and stabilize access points for snow management and stockpiling. Snow management activities must not destroy or degrade installed erosion and sediment control practices.  A minimum 25-foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes that are visible above the snowpack.  Sediment barriers must be installed at all appropriate perimeter and sensitive locations. As applicable silt fence and other practices requiring earth disturbance shall be installed before the ground freezes.  Soil stockpiles must be protected by the use of established vegetation, anchored straw mulch, rolled stabilization matting, or other durable covering. A barrier must be installed at least 15 feet from the toe of the stockpile to prevent soil migration and to capture loose soil.  In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures should be initiated by the end of the next business day and completed within three (3) days. Rolled erosion control blankets must be used on all slopes 3 horizontal to 1 vertical or steeper.  If straw mulch alone is used for temporary stabilization, it shall be applied at double the standard rate of 2 tons per acre, making the application rate 4 tons per acre. Other manufactured mulches should be applied at double the manufacturer’s recommended rate.  To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil should be stabilized at the end of each work day unless: S W P P P P a g e | 5 o work will resume within 24 hours in the same area and no precipitation is forecast or; o the work is in disturbed areas that collect and retain runoff, such as open utility trenches, foundation excavations, or water management areas. Maintenance The owner/operator shall inspect the integrity and function of all temporary erosion control measures to ensure they are being maintained in effective operating condition at all times. To assure proper function, siltation barriers shall be maintained in good condition and reinforced, extended, repaired, re-seeded and protected from further erosion. All accumulated sediment shall be removed and contained in appropriate spoil areas. Water shall be applied to newly seeded areas as needed until grass cover is well established. Sedimentation control measures shall be monitored to ensure proper functionality. The following items shall be routinely inspected by the owner.  Silt fencing shall be inspected regularly for undermining and deterioration.  Seeded/mulched areas shall be inspected regularly to see that a good stand is maintained without erosion. Areas shall be repaired as necessary.  The construction entrance(s) shall be maintained in a condition, which will prevent tracking or flowing of sediment onto public R.O.W. All sediment spilled, dropped, washed or tracked onto public R.O.W. must be removed immediately.  The site shall be visually inspected for residues, stains or traces of pollutants on paved surfaces and around structures or valves.  Erosion control devices must be cleaned when sediment reaches 50%. IV. WATER QUALITY AND QUANTITY CONTROL PLAN In accordance with the City of Saratoga Springs regulations, appropriate Stormwater Quality (WQv) and Quantity Controls are provided for the post-construction condition. Analysis Criteria Both the hydrologic and hydraulic drainage analyses for this project were based on accepted methodologies presented in the New York State Stormwater Management Design Manual. WQv is based on the 90th percentile one-year event (1.15”). Stream Channel Protection Volume (CPv) was determined using the one-year rainfall event (2.20”). Overbank Flood Control (Qp) and Extreme Flood Control (Qf) were determined using the 10 (3.75”) and 100-year (6.50”) events, respectively. S W P P P P a g e | 6 Required storage volumes were calculated by examining the pre- and post- construction conditions using the TR-55 methodology, applied with HydroCAD software to compute runoff quantities and rates. Pond routing is completed using TR- 20 methodology to determine resultant water surface elevations. As described in Section III above, stormwater runoff from the area of development discharges to two analysis points, A and B. Increased runoff from new impervious areas include building rooftops, paved driveways, and sidewalks. Appendix B of this report contains the calculations, drainage area sizes and configurations for the pre and post-development runoff. All runoff from impervious surfaces will be treated for water quality prior to discharging from the site. Stormwater management systems used for this site include porous pavement, a dry swale, and filter strips. Water Quality In accordance with the New York State Stormwater Design Manual and conditions of GP-0-20-001, Water Quality Volumes are reduced by the application of approved Green Infrastructure Practices and SMP’s with runoff reduction capacity. The proposed redevelopment will result in an increase of 0.25 acres of impervious cover. As defined in Chapter 9 of the New York State Stormwater Design Manual preexisting impervious area must provide a minimum of 25% WQv. Under Chapter 4 of the NYSSWDM the new impervious area must be provided 100% WQv. In addition, at a minimum all new impervious area must also meet the minimum runoff reduction volume (RRv) requirements in accordance with Chapter 5 of the NYSSWDM. RRv treatment is provided through the use of porous pavement, a dry swale, and filter strips. The proposed stormwater practices provide 971 cf of RRv, greater than the minimum required 545 cf. All Water Quality practices have been designed to treat their calculated water quality volume as well as safely conveying the 10-yr storm event. See Appendix G for calculations and sizing of stormwater treatment practices. Below is a summary of the green practices applied for runoff reduction: Porous Pavement - The use of porous pavement within the parking stalls provides adequate quality and quantity treatment for all paved surfaces. Dry Swale – The majority of rooftop runoff will be treated through a dry swale. Pretreatment will be provided within a proposed basin prior to discharge into dry swale. Filter Strip – Remaining rooftop runoff will be treated using vegetated filter strips. In accordance with the NYS DEC Design Manual requirement for runoff reduction requirements a discussion of other potential green infrastructure practices is provided below. The table below provides a summary of the acceptable Green Infrastructure Techniques that have been discounted: S W P P P P a g e | 7 Water Quantity Quantity control for the project will be provided through temporary storage within the proposed porous pavement and basin, including the Overbank Flood Control (Q p) and Extreme Flood Control (Qf) rainfall events. V. SUMMARY The stormwater management system will prevent flooding, nutrient loading, and erosion that may result from development while at the same time maintaining the current hydrologic conditions of the site. Based upon the attached conditions, plans and summaries the proposed stormwater controls, as designed, will function adequately and not adversely impact adjacent or downstream properties. In addition, the guidelines set by the NYSDEC Stormwater Design Manual relative to redevelopment sites have been met. Technique Reason Discounted Rain Gardens Not used – Limited space on-site Storm Planters Not used – Limited space on-site Rain Tanks-Cistern Not used – Maintenance and costs are high Green Roof Not used – Does not match surrounding architecture S W P P P P a g e | A APPENDIX A NYSDEC LETTER OF ACKNOWLEDGEMENT S W P P P P a g e | B APPENDIX B GP-0-20-001 PERMIT S W P P P P a g e | C APPENDIX C SITE LOCATION AND SOILS MAP ingalls & associates, LLP FAX: (518) 393-2324 PHONE: (518) 393-7725 SCHENECTADY, N.Y. 12306 2603 GUILDERLAND AVENUE engineering, environmental, surveying 9 Custom Soil Resource Report Soil Map 4769970476998047699904770000477001047700204770030477004047699704769980476999047700004770010477002047700304770040597390 597400 597410 597420 597430 597440 597450 597460 597470 597480 597490 597500 597510 597400 597410 597420 597430 597440 597450 597460 597470 597480 597490 597500 597510 43° 4' 36'' N 73° 48' 13'' W43° 4' 36'' N73° 48' 7'' W43° 4' 34'' N 73° 48' 13'' W43° 4' 34'' N 73° 48' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:553 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 21, Sep 1, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2015—Mar 29, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI WnB Windsor loamy sand, 3 to 8 percent slopes 0.8 100.0% Totals for Area of Interest 0.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 11 An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Saratoga County, New York WnB—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Dunes, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Backslope, shoulder, summit Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 14 S W P P P P a g e | D APPENDIX D DRAINAGE ANALYSIS GR A N D A V E N U E WEST AVENUE( 6 6 ' R .O .W . )AP B XXAP AOWNER:B&D PROPERTIES LLCTAX MAP ID:165.72-1-22.1SITE AREA:0.54± ACingalls & associates, LLPFAX: (518) 393-2324PHONE: (518) 393-7725SCHENECTADY, N.Y. 123062603 GUILDERLAND AVENUEengineering, environmental, surveying 101 SC - 101 102 SC - 102 AP A AP A AP B AP B Routing Diagram for Ex Drainage Prepared by Ingalls & Associates, LLP, Printed 10/18/2021 HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1 Yr Rainfall=2.20"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 2HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.02"Subcatchment 101: SC - 101 Tc=6.0 min UI Adjusted CN=55 Runoff=0.00 cfs 0.001 af Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.00"Subcatchment 102: SC - 102 Tc=6.0 min UI Adjusted CN=51 Runoff=0.00 cfs 0.000 af Inflow=0.00 cfs 0.001 afLink AP A: AP A Primary=0.00 cfs 0.001 af Inflow=0.00 cfs 0.000 afLink AP B: AP B Primary=0.00 cfs 0.000 af Total Runoff Area = 0.832 ac Runoff Volume = 0.001 af Average Runoff Depth = 0.02" 76.96% Pervious = 0.641 ac 23.04% Impervious = 0.192 ac Type II 24-hr 1 Yr Rainfall=2.20"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 3HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 101: SC - 101 Runoff = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UI Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UI Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.02" for 1 Yr event Inflow = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 4HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 5HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.37"Subcatchment 101: SC - 101 Tc=6.0 min UI Adjusted CN=55 Runoff=0.37 cfs 0.021 af Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.24"Subcatchment 102: SC - 102 Tc=6.0 min UI Adjusted CN=51 Runoff=0.03 cfs 0.003 af Inflow=0.37 cfs 0.021 afLink AP A: AP A Primary=0.37 cfs 0.021 af Inflow=0.03 cfs 0.003 afLink AP B: AP B Primary=0.03 cfs 0.003 af Total Runoff Area = 0.832 ac Runoff Volume = 0.024 af Average Runoff Depth = 0.35" 76.96% Pervious = 0.641 ac 23.04% Impervious = 0.192 ac Type II 24-hr 10 Yr Rainfall=3.75"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 6HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 101: SC - 101 Runoff = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UI Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Depth> 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UI Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.37" for 10 Yr event Inflow = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af Primary = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 7HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.24" for 10 Yr event Inflow = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 8HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>1.62"Subcatchment 101: SC - 101 Tc=6.0 min UI Adjusted CN=55 Runoff=2.14 cfs 0.094 af Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>1.31"Subcatchment 102: SC - 102 Tc=6.0 min UI Adjusted CN=51 Runoff=0.33 cfs 0.015 af Inflow=2.14 cfs 0.094 afLink AP A: AP A Primary=2.14 cfs 0.094 af Inflow=0.33 cfs 0.015 afLink AP B: AP B Primary=0.33 cfs 0.015 af Total Runoff Area = 0.832 ac Runoff Volume = 0.109 af Average Runoff Depth = 1.57" 76.96% Pervious = 0.641 ac 23.04% Impervious = 0.192 ac Type II 24-hr 100 Yr Rainfall=6.50"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 9HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 101: SC - 101 Runoff = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Adj Description 7,771 98 Unconnected pavement, HSG A 22,559 49 50-75% Grass cover, Fair, HSG A 30,330 62 55 Weighted Average, UI Adjusted 22,559 74.38% Pervious Area 7,771 25.62% Impervious Area 7,771 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 102: SC - 102 Runoff = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Depth> 1.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Adj Description 583 98 Unconnected pavement, HSG A 5,347 49 50-75% Grass cover, Fair, HSG A 5,930 54 51 Weighted Average, UI Adjusted 5,347 90.17% Pervious Area 583 9.83% Impervious Area 583 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Link AP A: AP A Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 1.62" for 100 Yr event Inflow = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af Primary = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50"Ex Drainage Printed 10/18/2021Prepared by Ingalls & Associates, LLP Page 10HydroCAD® 10.00-22 s/n 00694 © 2018 HydroCAD Software Solutions LLC Summary for Link AP B: AP B Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 1.31" for 100 Yr event Inflow = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af Primary = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs GR A N D A V E N U E WEST AVENUE( 6 6 ' R .O .W . )AP B XXAP AOWNER:B&D PROPERTIES LLCTAX MAP ID:165.72-1-22.1SITE AREA:0.54± ACingalls & associates, LLPFAX: (518) 393-2324PHONE: (518) 393-7725SCHENECTADY, N.Y. 123062603 GUILDERLAND AVENUEengineering, environmental, surveying 201 SC - 201 202 SC - 202 203 SC - 203 204 SC - 204 205 SC - 205 206 SC - 206 CB-1 CB-1 Swale Swale DW-1 Dry Well (Pre-Treatment) PP 1 Porous Pavement 1 PP 2 Porous Pavement 2 A AP A B AP B Routing Diagram for PR Drainage 11-10-22 Prepared by Avatara, Printed 11/15/2022 HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 2HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>1.40"Subcatchment 201: SC - 201 Tc=6.0 min CN=93 Runoff=0.15 cfs 0.007 af Runoff Area=8,185 sf 78.74% Impervious Runoff Depth>1.04"Subcatchment 202: SC - 202 Tc=6.0 min CN=88 Runoff=0.36 cfs 0.016 af Runoff Area=5,650 sf 86.64% Impervious Runoff Depth>1.24"Subcatchment 203: SC - 203 Tc=6.0 min CN=91 Runoff=0.29 cfs 0.013 af Runoff Area=17,662 sf 26.44% Impervious Runoff Depth>0.02"Subcatchment 204: SC - 204 Tc=6.0 min UI Adjusted CN=55 Runoff=0.00 cfs 0.001 af Runoff Area=1,260 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 205: SC - 205 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Runoff Area=963 sf 0.00% Impervious Runoff Depth>0.00"Subcatchment 206: SC - 206 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach CB-1: CB-1 12.0" Round Pipe n=0.012 L=50.0' S=0.0338 '/' Capacity=7.10 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach Swale: Swale n=0.030 L=100.0' S=0.0250 '/' Capacity=27.88 cfs Outflow=0.00 cfs 0.000 af Peak Elev=319.20' Storage=190 cf Inflow=0.29 cfs 0.013 afPond DW-1: Dry Well (Pre-Treatment) Discarded=0.19 cfs 0.013 af Primary=0.00 cfs 0.000 af Outflow=0.19 cfs 0.013 af Peak Elev=320.30' Storage=0 cf Inflow=0.15 cfs 0.007 afPond PP 1: Porous Pavement 1 Discarded=0.15 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.007 af Peak Elev=318.30' Storage=0 cf Inflow=0.36 cfs 0.016 afPond PP 2: Porous Pavement 2 Discarded=0.36 cfs 0.016 af Primary=0.00 cfs 0.000 af Outflow=0.36 cfs 0.016 af Inflow=0.00 cfs 0.001 afLink A: AP A Primary=0.00 cfs 0.001 af Inflow=0.00 cfs 0.000 afLink B: AP B Primary=0.00 cfs 0.000 af Total Runoff Area = 0.832 ac Runoff Volume = 0.037 af Average Runoff Depth = 0.54" 49.50% Pervious = 0.412 ac 50.50% Impervious = 0.420 ac Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 3HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 201: SC - 201 Runoff = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af, Depth> 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Description 2,300 98 Paved parking, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 0.36 cfs @ 11.97 hrs, Volume= 0.016 af, Depth> 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Description 6,445 98 Paved parking, HSG A 1,740 49 50-75% Grass cover, Fair, HSG A 8,185 88 Weighted Average 1,740 21.26% Pervious Area 6,445 78.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 0.29 cfs @ 11.97 hrs, Volume= 0.013 af, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Description 4,895 98 Paved parking, HSG A 755 49 50-75% Grass cover, Fair, HSG A 5,650 91 Weighted Average 755 13.36% Pervious Area 4,895 86.64% Impervious Area Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 4HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Adj Description 4,670 98 Unconnected pavement, HSG A 12,992 49 50-75% Grass cover, Fair, HSG A 17,662 62 55 Weighted Average, UI Adjusted 12,992 73.56% Pervious Area 4,670 26.44% Impervious Area 4,670 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Description 1,260 49 50-75% Grass cover, Fair, HSG A 1,260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 206: SC - 206 Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=2.20" Area (sf) CN Description 963 49 50-75% Grass cover, Fair, HSG A 963 100.00% Pervious Area Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 5HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Reach CB-1: CB-1 Inflow Area = 0.398 ac, 78.67% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 6%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 20.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.10 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 50.0' Slope= 0.0338 '/' Inlet Invert= 313.09', Outlet Invert= 311.40' Summary for Reach Swale: Swale Inflow Area = 0.152 ac, 74.02% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 21%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 20.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 27.88 cfs 2.00' x 1.00' deep channel, n= 0.030 Earth, grassed Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0250 '/' Inlet Invert= 320.00', Outlet Invert= 317.50' Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 6HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC ‡ Summary for Pond DW-1: Dry Well (Pre-Treatment) Inflow Area = 0.130 ac, 86.64% Impervious, Inflow Depth > 1.24" for 1 Yr event Inflow = 0.29 cfs @ 11.97 hrs, Volume= 0.013 af Outflow = 0.19 cfs @ 12.07 hrs, Volume= 0.013 af, Atten= 36%, Lag= 6.3 min Discarded = 0.19 cfs @ 12.07 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.20' @ 12.07 hrs Surf.Area= 272 sf Storage= 190 cf Flood Elev= 320.50' Surf.Area= 550 sf Storage= 646 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.1 min ( 787.5 - 775.4 ) Volume Invert Avail.Storage Storage Description #1 313.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 #2 312.50' 85 cf 8.00'D x 5.50'H Vertical Cone/Cylinder 276 cf Overall - 63 cf Embedded = 214 cf x 40.0% Voids #3 319.00' 497 cf Custom Stage Data (Conic) Listed below (Recalc) 646 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 319.00 188 0 0 188 320.50 500 497 497 514 Device Routing Invert Outlet Devices #1 Discarded 312.50'20.000 in/hr Exfiltration over Wetted area #2 Primary 320.00'3.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.18 cfs @ 12.07 hrs HW=319.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=312.50' TW=320.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 7HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 1.40" for 1 Yr event Inflow = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af Outflow = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.97 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 5.00 hrs Surf.Area= 1,130 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 766.5 - 766.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80'4.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30'20.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=320.30' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.52 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.246 ac, 81.54% Impervious, Inflow Depth > 0.79" for 1 Yr event Inflow = 0.36 cfs @ 11.97 hrs, Volume= 0.016 af Outflow = 0.36 cfs @ 11.97 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Discarded = 0.36 cfs @ 11.97 hrs, Volume= 0.016 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.30' @ 5.00 hrs Surf.Area= 1,816 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 786.4 - 786.4 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,816 cf Overall x 40.0% Voids Type II 24-hr 1 Yr Rainfall=2.20"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 8HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30'20.000 in/hr Exfiltration over Horizontal area #2 Primary 318.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=318.30' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.84 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=313.09' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.803 ac, 52.31% Impervious, Inflow Depth > 0.01" for 1 Yr event Inflow = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 0.00" for 1 Yr event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 9HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>2.79"Subcatchment 201: SC - 201 Tc=6.0 min CN=93 Runoff=0.28 cfs 0.014 af Runoff Area=8,185 sf 78.74% Impervious Runoff Depth>2.33"Subcatchment 202: SC - 202 Tc=6.0 min CN=88 Runoff=0.79 cfs 0.036 af Runoff Area=5,650 sf 86.64% Impervious Runoff Depth>2.60"Subcatchment 203: SC - 203 Tc=6.0 min CN=91 Runoff=0.59 cfs 0.028 af Runoff Area=17,662 sf 26.44% Impervious Runoff Depth>0.37"Subcatchment 204: SC - 204 Tc=6.0 min UI Adjusted CN=55 Runoff=0.22 cfs 0.012 af Runoff Area=1,260 sf 0.00% Impervious Runoff Depth>0.19"Subcatchment 205: SC - 205 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Runoff Area=963 sf 0.00% Impervious Runoff Depth>0.19"Subcatchment 206: SC - 206 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.01' Max Vel=1.02 fps Inflow=0.00 cfs 0.000 afReach CB-1: CB-1 12.0" Round Pipe n=0.012 L=50.0' S=0.0338 '/' Capacity=7.10 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.36 fps Inflow=0.00 cfs 0.000 afReach Swale: Swale n=0.030 L=100.0' S=0.0250 '/' Capacity=27.88 cfs Outflow=0.00 cfs 0.000 af Peak Elev=319.75' Storage=338 cf Inflow=0.59 cfs 0.028 afPond DW-1: Dry Well (Pre-Treatment) Discarded=0.24 cfs 0.028 af Primary=0.00 cfs 0.000 af Outflow=0.24 cfs 0.028 af Peak Elev=320.30' Storage=0 cf Inflow=0.28 cfs 0.014 afPond PP 1: Porous Pavement 1 Discarded=0.28 cfs 0.014 af Primary=0.00 cfs 0.000 af Outflow=0.28 cfs 0.014 af Peak Elev=318.30' Storage=0 cf Inflow=0.79 cfs 0.036 afPond PP 2: Porous Pavement 2 Discarded=0.78 cfs 0.036 af Primary=0.00 cfs 0.000 af Outflow=0.78 cfs 0.036 af Inflow=0.22 cfs 0.013 afLink A: AP A Primary=0.22 cfs 0.013 af Inflow=0.00 cfs 0.000 afLink B: AP B Primary=0.00 cfs 0.000 af Total Runoff Area = 0.832 ac Runoff Volume = 0.091 af Average Runoff Depth = 1.32" 49.50% Pervious = 0.412 ac 50.50% Impervious = 0.420 ac Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 10HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 201: SC - 201 Runoff = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af, Depth> 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Description 2,300 98 Paved parking, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 0.79 cfs @ 11.97 hrs, Volume= 0.036 af, Depth> 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Description 6,445 98 Paved parking, HSG A 1,740 49 50-75% Grass cover, Fair, HSG A 8,185 88 Weighted Average 1,740 21.26% Pervious Area 6,445 78.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 0.59 cfs @ 11.97 hrs, Volume= 0.028 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Description 4,895 98 Paved parking, HSG A 755 49 50-75% Grass cover, Fair, HSG A 5,650 91 Weighted Average 755 13.36% Pervious Area 4,895 86.64% Impervious Area Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 11HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 0.22 cfs @ 12.00 hrs, Volume= 0.012 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Adj Description 4,670 98 Unconnected pavement, HSG A 12,992 49 50-75% Grass cover, Fair, HSG A 17,662 62 55 Weighted Average, UI Adjusted 12,992 73.56% Pervious Area 4,670 26.44% Impervious Area 4,670 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Description 1,260 49 50-75% Grass cover, Fair, HSG A 1,260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 206: SC - 206 Runoff = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=3.75" Area (sf) CN Description 963 49 50-75% Grass cover, Fair, HSG A 963 100.00% Pervious Area Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 12HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Reach CB-1: CB-1 Inflow Area = 0.398 ac, 78.67% Impervious, Inflow Depth > 0.01" for 10 Yr event Inflow = 0.00 cfs @ 12.11 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 12.11 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.02 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.81 fps, Avg. Travel Time= 1.0 min Peak Storage= 0 cf @ 12.11 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.10 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 50.0' Slope= 0.0338 '/' Inlet Invert= 313.09', Outlet Invert= 311.40' Summary for Reach Swale: Swale Inflow Area = 0.152 ac, 74.02% Impervious, Inflow Depth > 0.03" for 10 Yr event Inflow = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 12.11 hrs, Volume= 0.000 af, Atten= 29%, Lag= 4.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.36 fps, Min. Travel Time= 4.6 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 4.6 min Peak Storage= 1 cf @ 12.11 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 27.88 cfs 2.00' x 1.00' deep channel, n= 0.030 Earth, grassed Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0250 '/' Inlet Invert= 320.00', Outlet Invert= 317.50' Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 13HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC ‡ Summary for Pond DW-1: Dry Well (Pre-Treatment) Inflow Area = 0.130 ac, 86.64% Impervious, Inflow Depth > 2.60" for 10 Yr event Inflow = 0.59 cfs @ 11.97 hrs, Volume= 0.028 af Outflow = 0.24 cfs @ 12.08 hrs, Volume= 0.028 af, Atten= 59%, Lag= 7.1 min Discarded = 0.24 cfs @ 12.08 hrs, Volume= 0.028 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 319.75' @ 12.08 hrs Surf.Area= 375 sf Storage= 338 cf Flood Elev= 320.50' Surf.Area= 550 sf Storage= 646 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 13.3 min ( 771.7 - 758.5 ) Volume Invert Avail.Storage Storage Description #1 313.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 #2 312.50' 85 cf 8.00'D x 5.50'H Vertical Cone/Cylinder 276 cf Overall - 63 cf Embedded = 214 cf x 40.0% Voids #3 319.00' 497 cf Custom Stage Data (Conic) Listed below (Recalc) 646 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 319.00 188 0 0 188 320.50 500 497 497 514 Device Routing Invert Outlet Devices #1 Discarded 312.50'20.000 in/hr Exfiltration over Wetted area #2 Primary 320.00'3.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.24 cfs @ 12.08 hrs HW=319.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=312.50' TW=320.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 14HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 2.79" for 10 Yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af Outflow = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Discarded = 0.28 cfs @ 11.96 hrs, Volume= 0.014 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 11.95 hrs Surf.Area= 1,130 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 751.3 - 751.3 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80'4.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30'20.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.52 cfs @ 11.96 hrs HW=320.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.246 ac, 81.54% Impervious, Inflow Depth > 1.78" for 10 Yr event Inflow = 0.79 cfs @ 11.97 hrs, Volume= 0.036 af Outflow = 0.78 cfs @ 11.97 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.1 min Discarded = 0.78 cfs @ 11.97 hrs, Volume= 0.036 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.30' @ 11.96 hrs Surf.Area= 1,816 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.1 min ( 768.5 - 768.5 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,816 cf Overall x 40.0% Voids Type II 24-hr 10 Yr Rainfall=3.75"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 15HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30'20.000 in/hr Exfiltration over Horizontal area #2 Primary 318.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.84 cfs @ 11.97 hrs HW=318.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=313.09' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.803 ac, 52.31% Impervious, Inflow Depth > 0.19" for 10 Yr event Inflow = 0.22 cfs @ 12.00 hrs, Volume= 0.013 af Primary = 0.22 cfs @ 12.00 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 0.19" for 10 Yr event Inflow = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 16HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>5.30"Subcatchment 201: SC - 201 Tc=6.0 min CN=93 Runoff=0.51 cfs 0.026 af Runoff Area=8,185 sf 78.74% Impervious Runoff Depth>4.79"Subcatchment 202: SC - 202 Tc=6.0 min CN=88 Runoff=1.54 cfs 0.075 af Runoff Area=5,650 sf 86.64% Impervious Runoff Depth>5.10"Subcatchment 203: SC - 203 Tc=6.0 min CN=91 Runoff=1.11 cfs 0.055 af Runoff Area=17,662 sf 26.44% Impervious Runoff Depth>1.62"Subcatchment 204: SC - 204 Tc=6.0 min UI Adjusted CN=55 Runoff=1.25 cfs 0.055 af Runoff Area=1,260 sf 0.00% Impervious Runoff Depth>1.16"Subcatchment 205: SC - 205 Tc=6.0 min CN=49 Runoff=0.06 cfs 0.003 af Runoff Area=963 sf 0.00% Impervious Runoff Depth>1.16"Subcatchment 206: SC - 206 Tc=6.0 min CN=49 Runoff=0.05 cfs 0.002 af Avg. Flow Depth=0.22' Max Vel=5.64 fps Inflow=0.72 cfs 0.009 afReach CB-1: CB-1 12.0" Round Pipe n=0.012 L=50.0' S=0.0338 '/' Capacity=7.10 cfs Outflow=0.72 cfs 0.009 af Avg. Flow Depth=0.15' Max Vel=1.92 fps Inflow=0.80 cfs 0.009 afReach Swale: Swale n=0.030 L=100.0' S=0.0250 '/' Capacity=27.88 cfs Outflow=0.72 cfs 0.009 af Peak Elev=320.23' Storage=522 cf Inflow=1.11 cfs 0.055 afPond DW-1: Dry Well (Pre-Treatment) Discarded=0.29 cfs 0.048 af Primary=0.75 cfs 0.007 af Outflow=1.05 cfs 0.055 af Peak Elev=320.30' Storage=1 cf Inflow=0.51 cfs 0.026 afPond PP 1: Porous Pavement 1 Discarded=0.51 cfs 0.026 af Primary=0.00 cfs 0.000 af Outflow=0.51 cfs 0.026 af Peak Elev=318.73' Storage=310 cf Inflow=1.54 cfs 0.075 afPond PP 2: Porous Pavement 2 Discarded=0.84 cfs 0.076 af Primary=0.00 cfs 0.000 af Outflow=0.84 cfs 0.076 af Inflow=1.88 cfs 0.064 afLink A: AP A Primary=1.88 cfs 0.064 af Inflow=0.06 cfs 0.003 afLink B: AP B Primary=0.06 cfs 0.003 af Total Runoff Area = 0.832 ac Runoff Volume = 0.216 af Average Runoff Depth = 3.11" 49.50% Pervious = 0.412 ac 50.50% Impervious = 0.420 ac Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 17HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 201: SC - 201 Runoff = 0.51 cfs @ 11.96 hrs, Volume= 0.026 af, Depth> 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Description 2,300 98 Paved parking, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 1.54 cfs @ 11.96 hrs, Volume= 0.075 af, Depth> 4.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Description 6,445 98 Paved parking, HSG A 1,740 49 50-75% Grass cover, Fair, HSG A 8,185 88 Weighted Average 1,740 21.26% Pervious Area 6,445 78.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 1.11 cfs @ 11.96 hrs, Volume= 0.055 af, Depth> 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Description 4,895 98 Paved parking, HSG A 755 49 50-75% Grass cover, Fair, HSG A 5,650 91 Weighted Average 755 13.36% Pervious Area 4,895 86.64% Impervious Area Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 18HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 1.25 cfs @ 11.98 hrs, Volume= 0.055 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Adj Description 4,670 98 Unconnected pavement, HSG A 12,992 49 50-75% Grass cover, Fair, HSG A 17,662 62 55 Weighted Average, UI Adjusted 12,992 73.56% Pervious Area 4,670 26.44% Impervious Area 4,670 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Description 1,260 49 50-75% Grass cover, Fair, HSG A 1,260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 206: SC - 206 Runoff = 0.05 cfs @ 11.99 hrs, Volume= 0.002 af, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=6.50" Area (sf) CN Description 963 49 50-75% Grass cover, Fair, HSG A 963 100.00% Pervious Area Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 19HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Reach CB-1: CB-1 Inflow Area = 0.398 ac, 78.67% Impervious, Inflow Depth > 0.28" for 100 Yr event Inflow = 0.72 cfs @ 12.02 hrs, Volume= 0.009 af Outflow = 0.72 cfs @ 12.02 hrs, Volume= 0.009 af, Atten= 1%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.64 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 0.7 min Peak Storage= 6 cf @ 12.02 hrs Average Depth at Peak Storage= 0.22' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.10 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 50.0' Slope= 0.0338 '/' Inlet Invert= 313.09', Outlet Invert= 311.40' Summary for Reach Swale: Swale Inflow Area = 0.152 ac, 74.02% Impervious, Inflow Depth > 0.73" for 100 Yr event Inflow = 0.80 cfs @ 12.01 hrs, Volume= 0.009 af Outflow = 0.72 cfs @ 12.02 hrs, Volume= 0.009 af, Atten= 9%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.92 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.40 fps, Avg. Travel Time= 4.2 min Peak Storage= 37 cf @ 12.02 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 27.88 cfs 2.00' x 1.00' deep channel, n= 0.030 Earth, grassed Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0250 '/' Inlet Invert= 320.00', Outlet Invert= 317.50' Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 20HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC ‡ Summary for Pond DW-1: Dry Well (Pre-Treatment) Inflow Area = 0.130 ac, 86.64% Impervious, Inflow Depth > 5.10" for 100 Yr event Inflow = 1.11 cfs @ 11.96 hrs, Volume= 0.055 af Outflow = 1.05 cfs @ 12.01 hrs, Volume= 0.055 af, Atten= 6%, Lag= 2.6 min Discarded = 0.29 cfs @ 12.02 hrs, Volume= 0.048 af Primary = 0.75 cfs @ 12.01 hrs, Volume= 0.007 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.23' @ 12.02 hrs Surf.Area= 484 sf Storage= 522 cf Flood Elev= 320.50' Surf.Area= 550 sf Storage= 646 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.1 min ( 759.4 - 745.3 ) Volume Invert Avail.Storage Storage Description #1 313.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 #2 312.50' 85 cf 8.00'D x 5.50'H Vertical Cone/Cylinder 276 cf Overall - 63 cf Embedded = 214 cf x 40.0% Voids #3 319.00' 497 cf Custom Stage Data (Conic) Listed below (Recalc) 646 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 319.00 188 0 0 188 320.50 500 497 497 514 Device Routing Invert Outlet Devices #1 Discarded 312.50'20.000 in/hr Exfiltration over Wetted area #2 Primary 320.00'3.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.29 cfs @ 12.02 hrs HW=320.22' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.59 cfs @ 12.01 hrs HW=320.22' TW=320.14' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.59 cfs @ 0.88 fps) Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 21HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 5.30" for 100 Yr event Inflow = 0.51 cfs @ 11.96 hrs, Volume= 0.026 af Outflow = 0.51 cfs @ 11.97 hrs, Volume= 0.026 af, Atten= 1%, Lag= 0.3 min Discarded = 0.51 cfs @ 11.97 hrs, Volume= 0.026 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 11.95 hrs Surf.Area= 1,130 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.3 min ( 740.8 - 740.5 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80'4.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30'20.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.52 cfs @ 11.97 hrs HW=320.30' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.52 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.246 ac, 81.54% Impervious, Inflow Depth > 3.66" for 100 Yr event Inflow = 1.54 cfs @ 11.96 hrs, Volume= 0.075 af Outflow = 0.84 cfs @ 11.90 hrs, Volume= 0.076 af, Atten= 46%, Lag= 0.0 min Discarded = 0.84 cfs @ 11.90 hrs, Volume= 0.076 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.73' @ 12.06 hrs Surf.Area= 1,816 sf Storage= 310 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.1 min ( 753.5 - 752.4 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,816 cf Overall x 40.0% Voids Type II 24-hr 100 Yr Rainfall=6.50"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 22HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30'20.000 in/hr Exfiltration over Horizontal area #2 Primary 318.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.84 cfs @ 11.90 hrs HW=318.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.84 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=313.09' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.803 ac, 52.31% Impervious, Inflow Depth > 0.96" for 100 Yr event Inflow = 1.88 cfs @ 12.00 hrs, Volume= 0.064 af Primary = 1.88 cfs @ 12.00 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 1.16" for 100 Yr event Inflow = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af Primary = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 23HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2,540 sf 90.55% Impervious Runoff Depth>0.52"Subcatchment 201: SC - 201 Tc=6.0 min CN=93 Runoff=0.06 cfs 0.003 af Runoff Area=8,185 sf 78.74% Impervious Runoff Depth>0.31"Subcatchment 202: SC - 202 Tc=6.0 min CN=88 Runoff=0.11 cfs 0.005 af Runoff Area=5,650 sf 86.64% Impervious Runoff Depth>0.43"Subcatchment 203: SC - 203 Tc=6.0 min CN=91 Runoff=0.11 cfs 0.005 af Runoff Area=17,662 sf 26.44% Impervious Runoff Depth=0.00"Subcatchment 204: SC - 204 Tc=6.0 min UI Adjusted CN=55 Runoff=0.00 cfs 0.000 af Runoff Area=1,260 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 205: SC - 205 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Runoff Area=963 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 206: SC - 206 Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach CB-1: CB-1 12.0" Round Pipe n=0.012 L=50.0' S=0.0338 '/' Capacity=7.10 cfs Outflow=0.00 cfs 0.000 af Avg. Flow Depth=0.00' Max Vel=0.00 fps Inflow=0.00 cfs 0.000 afReach Swale: Swale n=0.030 L=100.0' S=0.0250 '/' Capacity=27.88 cfs Outflow=0.00 cfs 0.000 af Peak Elev=314.10' Storage=40 cf Inflow=0.11 cfs 0.005 afPond DW-1: Dry Well (Pre-Treatment) Discarded=0.04 cfs 0.005 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.005 af Peak Elev=320.30' Storage=0 cf Inflow=0.06 cfs 0.003 afPond PP 1: Porous Pavement 1 Discarded=0.06 cfs 0.003 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.003 af Peak Elev=318.30' Storage=0 cf Inflow=0.11 cfs 0.005 afPond PP 2: Porous Pavement 2 Discarded=0.11 cfs 0.005 af Primary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.005 af Inflow=0.00 cfs 0.000 afLink A: AP A Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink B: AP B Primary=0.00 cfs 0.000 af Total Runoff Area = 0.832 ac Runoff Volume = 0.012 af Average Runoff Depth = 0.17" 49.50% Pervious = 0.412 ac 50.50% Impervious = 0.420 ac Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 24HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 201: SC - 201 Runoff = 0.06 cfs @ 11.97 hrs, Volume= 0.003 af, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Description 2,300 98 Paved parking, HSG A 240 49 50-75% Grass cover, Fair, HSG A 2,540 93 Weighted Average 240 9.45% Pervious Area 2,300 90.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 202: SC - 202 Runoff = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af, Depth> 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Description 6,445 98 Paved parking, HSG A 1,740 49 50-75% Grass cover, Fair, HSG A 8,185 88 Weighted Average 1,740 21.26% Pervious Area 6,445 78.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 203: SC - 203 Runoff = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af, Depth> 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Description 4,895 98 Paved parking, HSG A 755 49 50-75% Grass cover, Fair, HSG A 5,650 91 Weighted Average 755 13.36% Pervious Area 4,895 86.64% Impervious Area Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 25HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 204: SC - 204 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Adj Description 4,670 98 Unconnected pavement, HSG A 12,992 49 50-75% Grass cover, Fair, HSG A 17,662 62 55 Weighted Average, UI Adjusted 12,992 73.56% Pervious Area 4,670 26.44% Impervious Area 4,670 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 205: SC - 205 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Description 1,260 49 50-75% Grass cover, Fair, HSG A 1,260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Subcatchment 206: SC - 206 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15" Area (sf) CN Description 963 49 50-75% Grass cover, Fair, HSG A 963 100.00% Pervious Area Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 26HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 - 6 Min. Minimum Summary for Reach CB-1: CB-1 Inflow Area = 0.398 ac, 78.67% Impervious, Inflow Depth = 0.00" for Wqv event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.10 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 50.0' Slope= 0.0338 '/' Inlet Invert= 313.09', Outlet Invert= 311.40' Summary for Reach Swale: Swale Inflow Area = 0.152 ac, 74.02% Impervious, Inflow Depth = 0.00" for Wqv event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 27.88 cfs 2.00' x 1.00' deep channel, n= 0.030 Earth, grassed Side Slope Z-value= 3.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0250 '/' Inlet Invert= 320.00', Outlet Invert= 317.50' Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 27HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC ‡ Summary for Pond DW-1: Dry Well (Pre-Treatment) Inflow Area = 0.130 ac, 86.64% Impervious, Inflow Depth > 0.43" for Wqv event Inflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Outflow = 0.04 cfs @ 12.09 hrs, Volume= 0.005 af, Atten= 60%, Lag= 7.1 min Discarded = 0.04 cfs @ 12.09 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 314.10' @ 12.09 hrs Surf.Area= 50 sf Storage= 40 cf Flood Elev= 320.50' Surf.Area= 550 sf Storage= 646 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.8 min ( 804.2 - 798.5 ) Volume Invert Avail.Storage Storage Description #1 313.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder Inside #2 #2 312.50' 85 cf 8.00'D x 5.50'H Vertical Cone/Cylinder 276 cf Overall - 63 cf Embedded = 214 cf x 40.0% Voids #3 319.00' 497 cf Custom Stage Data (Conic) Listed below (Recalc) 646 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 319.00 188 0 0 188 320.50 500 497 497 514 Device Routing Invert Outlet Devices #1 Discarded 312.50'20.000 in/hr Exfiltration over Wetted area #2 Primary 320.00'3.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.04 cfs @ 12.09 hrs HW=314.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=312.50' TW=320.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 28HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Summary for Pond PP 1: Porous Pavement 1 Inflow Area = 0.058 ac, 90.55% Impervious, Inflow Depth > 0.52" for Wqv event Inflow = 0.06 cfs @ 11.97 hrs, Volume= 0.003 af Outflow = 0.06 cfs @ 11.97 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.97 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 320.30' @ 5.00 hrs Surf.Area= 1,130 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 788.3 - 788.3 ) Volume Invert Avail.Storage Storage Description #1 320.30' 452 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,130 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 320.30 1,130 0 0 321.30 1,130 1,130 1,130 Device Routing Invert Outlet Devices #1 Primary 320.80'4.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 320.30'20.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=320.30' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.52 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=320.30' TW=318.30' (Dynamic Tailwater) 1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond PP 2: Porous Pavement 2 Inflow Area = 0.246 ac, 81.54% Impervious, Inflow Depth > 0.24" for Wqv event Inflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Outflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Discarded = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 318.30' @ 5.00 hrs Surf.Area= 1,816 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 812.2 - 812.2 ) Volume Invert Avail.Storage Storage Description #1 318.30' 726 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,816 cf Overall x 40.0% Voids Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 29HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 318.30 1,816 0 0 319.30 1,816 1,816 1,816 Device Routing Invert Outlet Devices #1 Discarded 318.30'20.000 in/hr Exfiltration over Horizontal area #2 Primary 318.80'6.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=318.30' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.84 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=318.30' TW=313.09' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Link A: AP A Inflow Area = 0.803 ac, 52.31% Impervious, Inflow Depth = 0.00" for Wqv event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link B: AP B Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth = 0.00" for Wqv event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 1HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond DW-1: Dry Well (Pre-Treatment) Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 5.00 0.00 0 312.50 0.00 0.00 0.00 5.50 0.00 0 312.50 0.00 0.00 0.00 6.00 0.00 0 312.50 0.00 0.00 0.00 6.50 0.00 0 312.50 0.00 0.00 0.00 7.00 0.00 0 312.50 0.00 0.00 0.00 7.50 0.00 0 312.50 0.00 0.00 0.00 8.00 0.00 0 312.50 0.00 0.00 0.00 8.50 0.00 0 312.50 0.00 0.00 0.00 9.00 0.00 0 312.50 0.00 0.00 0.00 9.50 0.00 0 312.50 0.00 0.00 0.00 10.00 0.00 0 312.50 0.00 0.00 0.00 10.50 0.00 0 312.50 0.00 0.00 0.00 11.00 0.00 0 312.50 0.00 0.00 0.00 11.50 0.00 0 312.50 0.00 0.00 0.00 12.00 0.10 31 313.76 0.04 0.04 0.00 12.50 0.01 12 313.06 0.03 0.03 0.00 13.00 0.01 0 312.50 0.01 0.01 0.00 13.50 0.00 0 312.50 0.01 0.01 0.00 14.00 0.00 0 312.50 0.01 0.01 0.00 14.50 0.00 0 312.50 0.01 0.01 0.00 15.00 0.00 0 312.50 0.01 0.01 0.00 15.50 0.00 0 312.50 0.01 0.01 0.00 16.00 0.00 0 312.50 0.01 0.01 0.00 16.50 0.00 0 312.50 0.00 0.00 0.00 17.00 0.00 0 312.50 0.00 0.00 0.00 17.50 0.00 0 312.50 0.00 0.00 0.00 18.00 0.00 0 312.50 0.00 0.00 0.00 18.50 0.00 0 312.50 0.00 0.00 0.00 19.00 0.00 0 312.50 0.00 0.00 0.00 19.50 0.00 0 312.50 0.00 0.00 0.00 20.00 0.00 0 312.50 0.00 0.00 0.00 Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 2HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond PP 1: Porous Pavement 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 5.00 0.00 0 320.30 0.00 0.00 0.00 5.50 0.00 0 320.30 0.00 0.00 0.00 6.00 0.00 0 320.30 0.00 0.00 0.00 6.50 0.00 0 320.30 0.00 0.00 0.00 7.00 0.00 0 320.30 0.00 0.00 0.00 7.50 0.00 0 320.30 0.00 0.00 0.00 8.00 0.00 0 320.30 0.00 0.00 0.00 8.50 0.00 0 320.30 0.00 0.00 0.00 9.00 0.00 0 320.30 0.00 0.00 0.00 9.50 0.00 0 320.30 0.00 0.00 0.00 10.00 0.00 0 320.30 0.00 0.00 0.00 10.50 0.00 0 320.30 0.00 0.00 0.00 11.00 0.00 0 320.30 0.00 0.00 0.00 11.50 0.00 0 320.30 0.00 0.00 0.00 12.00 0.05 0 320.30 0.05 0.05 0.00 12.50 0.01 0 320.30 0.01 0.01 0.00 13.00 0.00 0 320.30 0.00 0.00 0.00 13.50 0.00 0 320.30 0.00 0.00 0.00 14.00 0.00 0 320.30 0.00 0.00 0.00 14.50 0.00 0 320.30 0.00 0.00 0.00 15.00 0.00 0 320.30 0.00 0.00 0.00 15.50 0.00 0 320.30 0.00 0.00 0.00 16.00 0.00 0 320.30 0.00 0.00 0.00 16.50 0.00 0 320.30 0.00 0.00 0.00 17.00 0.00 0 320.30 0.00 0.00 0.00 17.50 0.00 0 320.30 0.00 0.00 0.00 18.00 0.00 0 320.30 0.00 0.00 0.00 18.50 0.00 0 320.30 0.00 0.00 0.00 19.00 0.00 0 320.30 0.00 0.00 0.00 19.50 0.00 0 320.30 0.00 0.00 0.00 20.00 0.00 0 320.30 0.00 0.00 0.00 Type II 24-hr Wqv Rainfall=1.15"PR Drainage 11-10-22 Printed 11/15/2022Prepared by Avatara Page 3HydroCAD® 10.00-22 s/n 10564 © 2018 HydroCAD Software Solutions LLC Hydrograph for Pond PP 2: Porous Pavement 2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 5.00 0.00 0 318.30 0.00 0.00 0.00 5.50 0.00 0 318.30 0.00 0.00 0.00 6.00 0.00 0 318.30 0.00 0.00 0.00 6.50 0.00 0 318.30 0.00 0.00 0.00 7.00 0.00 0 318.30 0.00 0.00 0.00 7.50 0.00 0 318.30 0.00 0.00 0.00 8.00 0.00 0 318.30 0.00 0.00 0.00 8.50 0.00 0 318.30 0.00 0.00 0.00 9.00 0.00 0 318.30 0.00 0.00 0.00 9.50 0.00 0 318.30 0.00 0.00 0.00 10.00 0.00 0 318.30 0.00 0.00 0.00 10.50 0.00 0 318.30 0.00 0.00 0.00 11.00 0.00 0 318.30 0.00 0.00 0.00 11.50 0.00 0 318.30 0.00 0.00 0.00 12.00 0.11 0 318.30 0.11 0.11 0.00 12.50 0.01 0 318.30 0.01 0.01 0.00 13.00 0.01 0 318.30 0.01 0.01 0.00 13.50 0.01 0 318.30 0.01 0.01 0.00 14.00 0.00 0 318.30 0.00 0.00 0.00 14.50 0.00 0 318.30 0.00 0.00 0.00 15.00 0.00 0 318.30 0.00 0.00 0.00 15.50 0.00 0 318.30 0.00 0.00 0.00 16.00 0.00 0 318.30 0.00 0.00 0.00 16.50 0.00 0 318.30 0.00 0.00 0.00 17.00 0.00 0 318.30 0.00 0.00 0.00 17.50 0.00 0 318.30 0.00 0.00 0.00 18.00 0.00 0 318.30 0.00 0.00 0.00 18.50 0.00 0 318.30 0.00 0.00 0.00 19.00 0.00 0 318.30 0.00 0.00 0.00 19.50 0.00 0 318.30 0.00 0.00 0.00 20.00 0.00 0 318.30 0.00 0.00 0.00 S W P P P P a g e | E APPENDIX E NOTICE OF INTENT (NOI) S W P P P P a g e | F APPENDIX F EROSION AND SEDIMENT CONTROL PLAN GR A N D A V E N U E WEST AVENUE( 6 6 ' R .O .W . )ingalls & associates, LLPFAX: (518) 393-2324PHONE: (518) 393-7725SCHENECTADY, N.Y. 123062603 GUILDERLAND AVENUEengineering, environmental, surveyingESC PLANOWNER:B&D PROPERTIES LLCTAX MAP ID:165.72-1-22.1SITE AREA:0.54± AC S W P P P P a g e | G APPENDIX G WATER QUALITY & GREEN INFRASTRUCTURE WORKSHEETS Minimum RRv Soil Group Acres S A 0.25 55% B 40% C 30% D 20% Total Area 0.25 S =0.55 Impervious = 0.25 acre Precipitation 1.15 in Rv 0.95 Minimum RRv 545 ft3 0.01 af Enter the Soils Data for the site Calculate the Minimum RRv WQV-Redevelopment 11-10-22 Project Name:Project Number:19-146 Performed By:Date:10/22/2022 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in) SC-201 (Redevelopment Area)0.02 0.01 0.50 0.50 42 1.15 SC-201 (New Impervious Area)0.04 0.04 1.00 0.95 159 1.15 Treatment Required For Redevelopment Project (25%) 10 Redev. Req. WQv (c.f.)= 10 New Impervious Req. WQV (c.f.)159 WQv Required (c.f.)= 169 WQv Provided (c.f.)=452 RRv Provided (c.f.)=169 42x(0.25) (c.f.) = INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 West Avenue Office CWP WATER QUALITY CALCULATIONS FOR: Porous Pavement 1 Porous Pavement Worksheet Ap ft2 Vw ft3 n dt Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 168.82 1.15 Porous Pavement 20.00 in/hour Vw 169 ft 3 n 0.40 dt 1.00 ft Ap 422 sf 1,130 sf 452 ft 3 RRv 169 ft 3 Ap = Vw / (n x dt) Determine the Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice Calculate Required Surface Area Required porous pavement surface area Design Volume porosity of gravel bed/resevoir depth of gravel bed/resevoir Assume .4 for gravel Soil Inflitration Rate Enter Soil Infiltration Rate Design Volume Dimensions of pavement can be provided here Porosity of Gravel Bed Gravel Bed Depth Required Surface Area Surface Area Provided Storage Volume Provided WQV-Redevelopment 11-10-22 Project Name:Project Number:19-146 Performed By:Date:10/22/2022 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in) SC-202 (Redevelopment Area)0.11 0.07 0.64 0.62 286 1.15 SC-202 (New Impervious Area)0.08 0.08 1.00 0.95 317 1.15 Treatment Required For Redevelopment Project (25%) 71 Redev. Req. WQv (c.f.)= 71 New Impervious Req. WQV (c.f.)317 WQv Required (c.f.)= 389 WQv Provided (c.f.)=726 RRv Provided (c.f.)=389 286x(0.25) (c.f.) = INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 West Avenue Office CWP WATER QUALITY CALCULATIONS FOR: Porous Pavement 2 Porous Pavement Worksheet Ap ft2 Vw ft3 n dt Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 389.06 1.15 Porous Pavement 20.00 in/hour Vw 389 ft 3 n 0.40 dt 1.00 ft Ap 972.66 sf 1,816.00 sf 726 ft 3 RRv 389 ft 3 Determine the Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice porosity of gravel bed/resevoir Assume .4 for gravel depth of gravel bed/resevoir Ap = Vw / (n x dt) Required porous pavement surface area Design Volume Enter Soil Infiltration Rate Soil Inflitration Rate Calculate Required Surface Area Surface Area Provided Dimensions of pavement can be provided here Storage Volume Provided Gravel Bed Depth Required Surface Area Design Volume Porosity of Gravel Bed WQV-Redevelopment 11-10-22 Project Name:Project Number:19-146 Performed By:Date:10/22/2022 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in) SC-203 (Redevelopment Area)0.05 0.05 1.00 0.95 198 1.15 SC-203 (New Impervious Area)0.08 0.08 1.00 0.95 317 1.15 Treatment Required For Redevelopment Project (25%) 50 Redev. Req. WQv (c.f.)= 50 New Impervious Req. WQV (c.f.)317 WQv Required (c.f.)= 367 WQv Provided (c.f.)=367 RRv Provided (c.f.)=215 198x(0.25) (c.f.) = INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 West Avenue Office CWP WATER QUALITY CALCULATIONS FOR: Dry Swale Dry Swale Worksheet Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 367.04 1.15 Dry Swale 367 37 ft 3 Bottom Width 2 ft Side Slope (X:1)3 Okay Longitudinal Slope 1%Okay Flow Depth 1 ft Top Width 8 ft Area 5.00 sf Minimum Length 66 ft Actual Length 100 ft End Point Depth check 1.00 Okay Storage Capacity 537 ft 3 A No RRv 215 ft 3 Volume Treated 152 ft 3 Volume Directed 0 ft 3 Volume √Okay Check to be sure that channel is long enough to store WQv This is the difference between the WQv calculated and the runoff reduction achieved in the swale Enter Site Data For Drainage Area to be Treated by Practice Calculate Available Storage Capacity Pretreatment (10% of WQv) Design with a bottom width no greater than eight feet to avoid potential gullying and channel braiding, but no less than two feet Channels shall be designed with moderate side slopes (flatter than 3:1) for most conditions. 2:1 is the absolute maximum side slope Maximum longitudinal slope shall be 4% Maximum ponding depth of one foot at the mid-point of the channel, and a maximum depth of 18" at the end point of the channel (for storage of the WQv) A maximum depth of 18" at the end point of the channel (for storage of the WQv) Pretreatment Technique Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Pretreatment Provided Runoff Reduction Runnoff Reduction equals 40% in HSG A and B and 20% in HSG C and D up to the WQv This volume is directed another practice Is the Dry Swale contributing flow to another practice?Select Practice Soil Group (HSG) TW pBW WQV-Redevelopment 11-10-22 Project Name:Project Number:19-146 Performed By:Date:10/22/2022 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in) SC-204 (Redevelopment Area)0.36 0.05 0.14 0.18 263 1.15 SC-204 (New Impervious Area)0.05 0.05 1.00 0.95 198 1.15 Treatment Required For Redevelopment Project (25%) 66 Redev. Req. WQv (c.f.)= 66 New Impervious Req. WQV (c.f.)198 WQv Required (c.f.)= 264 WQv Provided (c.f.)=264 RRv Provided (c.f.)=198 263x(0.25) (c.f.) = INGALLS & ASSOCIATES, LLP 2603 GUILDERLAND AVE., SCHENECTADY, NEW YORK 12306 PH:(518)393-7725 FAX:(518)393-3761 West Avenue Office CWP WATER QUALITY CALCULATIONS FOR: Filter Strip Filter Strip Design Point: Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 4 263.66 1.15 Filter Strips No Y/N Yes Y/N Yes Y/N Yes Y/N No Y/N Yes Y/N Yes Y/N Level Spreader 5 % 2 % 8 % 25 ft 24 ft 126 ft A 50 ft Yes 0.50 0.04 TRUE Boundary Spreader? Boundary Zone? Specify how sheet flow will be ensured.level spreader shall be used for buffer slopes ranging from 3-15% Slope of first 10 feet of Filter Strip 2% maximum Gravel Diaphram at top 25 feet of level grass Average contributing slope 3% maximum unless a level spreader is Overall Slope 8% maximum Contributing Length of Pervious Areas (PC)150 ft maximum Contributing Length of Impervious areas (IC) Enter Site Data For Drainage Area to be Treated by Practice Design Elements Is another area based practice applied to this area? Is area protected from compaction from heavy equipment during construction? Small Area of Impervious Area & close to source? Composte Amendments? Amended Soils & Dense Turf Cover? 75 ft maximum Maximum PC Contributing Length for combination of PC & IC Subtract Acres from total Area Subtract Acres from total Impervious Area Soil Group (HSG) Filter Strip Width 50 ft minimum for slopes 0-8% 75 ft minimum for slopes 8-12% 100 ft minimum for slopes 12-15% HSG C or D increase by 15-20% Are All Criteria for Filter Strips in Section 5.3.2 met? Area Reduction Adjustments S W P P P P a g e | H APPENDIX H MS4 ACCEPTANCE FORM NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1.Owner/Operator Name: 2.Contact Person: 3.Street Address: 4. City/State/Zip: II. Project Site Information 5.Project/Site Name: 6.Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8.SWPPP Reviewed by: 9.Title/Position: 10.Date Final SWPPP Reviewed and Accepted: IV.Regulated MS4 Information 11.Name of MS4: 12.MS4 SPDES Permit Identification Number: NYR20A 13.Contact Person: 14.Street Address: 15. City/State/Zip: 16.Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC - MS4 SWPPP Acceptance Form - January 2015) Page 2 of 2 S W P P P P a g e | I APPENDIX I SUPPORTING DOCUMENTATION KATHY HOCHUL Governor ERIK KULLESEID Commissioner October 21, 2022 Chad Pagan Project Engineer Ingalls & Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Re: DEC Redevelopment of Parcel 126 West Ave, Saratoga Springs, NY 12866 22PR07702 Dear Chad Pagan: 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. Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation rev: J. Schreyer New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo S W P P P P a g e | J APPENDIX J Sample Inspection Form IA Job # xx-xxx Ingalls & Associates LLP Page 1 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES General Permit for Stormwater Discharges from Construction Activity Permit Number GP 0-15-002 Site Assessment and Inspection Report General Recordkeeping: 1. Has a site map been attached with the limits of disturbance, areas of stabilization and current working areas marked? Yes No N/A 2. Will the inspection report be forwarded to NYSDEC? Yes No N/A General Housekeeping: 1. Is there an increase in turbidity that will cause a substantial visible contrast to natural conditions? Yes No N/A 2. Is there residue from oil, visible oil film or globules of grease? Yes No N/A 3. Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly placed? Yes No N/A 4. Is construction impacting adjacent properties? Yes No N/A 5. Is dust adequately controlled? Yes No N/A Adverse Impacts or Off-Site Degradation: 1. Is work within the limits of the approved plans, including clearing and blasting? Yes No N/A 2. Adverse impacts – ponds, streams, wetlands and sinkholes are free from sediment from site. Yes No N/A 3. Off-site degradation – sediment is kept out of roadways, adjacent properties, storm sewers and air (dust). Yes No N/A Site Discharge: Discharge Point Noted: Description 1. Yes No N/A 2. Yes No N/A Name of Permitted Facility: Date of Inspection: Location: Time of Inspection: Purpose of Inspection: Permit Identification Number: Weather: Soil Conditions: Inspector: IA Job # xx-xxx Ingalls & Associates LLP Page 2 2603 Guilderland Ave. Schenectady NY 12306 518-393-7725 Corrected Areas/General Observations Practices in Need of Repair/Maintenance: Project Notes Modifications to the SWPPP: Date of Modification Description of Modification: Reason for Modification: ______________________________________________________ ________ _________________ Signature of Qualified Inspector Date S W P P P P a g e | K APPENDIX K Notice of Termination New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person:4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed?□yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? □ yes □no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. □Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. □For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ yes □no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII.Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 S W P P P P a g e | L APPENDIX L OPERATIONS & MAINTENANCE MANUAL STORMWATER MANAGEMENT OPERATION & MAINTENANCE MANUAL For the Proposed Mixed Use Development 126 WEST AVENUE CITY OF SARATOGA SPRINGS SARATOGA COUNTY STATE OF NEW YORK APPLICANT: B&D PROPERTIES, LLC 2603 GUILDERLAND AVENUE SCHENECTADY, NY 12306 PREPARED BY: Ingalls & Associates, LLP 2603 Guilderland Avenue Schenectady, NY 12306 Phone: (518) 393-7725 Fax: (518) 393-2324 Prepared: November 10, 2022 O & M Manual – 126 West Avenue O&M – 1 TABLE OF CONTENTS Section Page Number I. GENERAL PROJECT INFORMATION ....................................................................................... 2 A. Project Name and Location .................................................................................................................... 2 B. Engineer of Record for Stormwater Design .................................................................................... 2 C. Project and Site Description .................................................................................................................. 2 D. Maintenance & Inspection Schedule During Site Construction Activities .......................... 3 E. Recordkeeping Requirements .............................................................................................................. 3 II. CONSTRUCTION OF STORMWATER FACILITIES ............................................................. 4 A. SHOP DRAWING & SUBMITTAL REVIEW ........................................................................................ 4 B. INSTALLATION INSPECTION ................................................................................................................ 4 C. CERTIFICATION OF DEVICES ................................................................................................................ 4 D. OTHER DOCUMENTATION..................................................................................................................... 4 E. CONSTRUCTION INSPECTION REPORT FORMS ........................................................................... 4 III. FACILITY OPERATION ................................................................................................................. 5 F. RECOMMENDATIONS TO OWNER ...................................................................................................... 5 G. EMERGENCY ACTION PLAN .................................................................................................................. 5 IV. FACILITY INSPECTION ................................................................................................................ 6 A. ROUTINE INSPECTIONS .......................................................................................................................... 6 B. PERIODIC INSPECTIONS ......................................................................................................................... 6 C. INSPECTION REPORT FORM ................................................................................................................. 6 V. FACILITY MAINTENANCE AFTER FULL BUILD-OUT ...................................................... 7 A. REGULARLY SCHEDULED MAINTENANCE ..................................................................................... 7 B. MAINTENANCE PLAN .............................................................................................................................. 7 C. DRY SWALE .................................................................................................................................................. 7 F. UNSCHEDULED MAINTENANCE .......................................................................................................... 8 G. LONG TERM MAINTENANCE AGREEMENT .................................................................................... 8 LIST OF APPENDICIES APPENDIX A DESIGN SPECIFICATIONS APPENDIX B CONSTRUCTION & MAINTENANCE INSPECTION CHECKLISTS O & M Manual – 126 West Avenue O&M – 2 I. GENERAL PROJECT INFORMATION A. Project Name and Location 126 West Avenue Saratoga Springs, Saratoga County, State of New York Area of Site: 0.5± Ac. Area of disturbance: 0.5± Ac. B. Engineer of Record for Stormwater Design Ingalls & Associates, LLP C/o David F. Ingalls, P.E. 2603 Guilderland Ave Phone: (518)393-7725 Schenectady, NY 12306 C. Project and Site Description The proposed project consists of the construction of a mixed use building containing four (4) townhouses, office space, and a third-floor apartment unit, located at 126 West Avenue, City of Saratoga Springs, Saratoga County, State of New York. The 0.5-acre project site is identified as Tax/Map parcel #165.72-1-22.1. Water and sanitary sewer service will be provided through connection to the existing municipal water and sewer located on Grand Avenue and West Avenue. The 0.5± acre area of disturbance is associated with the construction of the mixed-use building, driveway, parking lot, utility connections, and stormwater management practices. Since soil disturbance associated with the proposed development is more than 0.1 acres, the project requires the preparation of a Stormwater Pollution Prevention Plan (SWPPP) in accordance with the City of Saratoga Springs Code. The project also meets the applicability of Chapter 9 of the New York State Stormwater Design Manual to be considered a redevelopment activity. In accordance with the City of Saratoga Springs MS4 and NYSDEC GP-0-20-001 regulations, appropriate stormwater quality, including Green Infrastructure Practices and quantity controls are provided through the use of porous pavement and a dry swale. All components of the Stormwater Management System will be maintained by the facility owner. Soil disturbing activities will include: A. Construction of temporary construction entrance & exit points, B. Installation of the perimeter silt fence, C. Clearing and grubbing, O & M Manual – 126 West Avenue O&M – 3 D. Begin rough grading of development area, taking care to establish temporary swales to divert runoff to temporary sediment basin; stabilize cut and fill slopes as work progresses; E. Initial stabilization, by seeding and mulching, of the disturbed areas within the project, F. Construction of utilities G. Construction of the mixed use building, along with utility services. H. Final grading and seeding of disturbed areas. D. Maintenance & Inspection Schedule During Site Construction Activities NEW INSTALLATIONS Check the condition of the devices after every runoff event for the first 30 days. The visual inspection needs to ascertain that the devices are functioning properly (no blockages and/or obstructions to inlet and outlet devices), measuring the amount of solid materials that have accumulated in the devices, embankments do not show signs of failures, and that the devices are in satisfactory condition. Record findings and clean as required. ONGOING OPERATION During the rainfall season, the devices will be inspected at least once every week. The devices should be cleaned as determined by the inspections. Cleanout of the devices at the end of the rainfall season is recommended because of the nature of pollutants collected and the potential for odor generation from the decomposition of material collected and retained. E. Recordkeeping Requirements The owner shall keep and maintain all of the inspection reports established during the construction phase and post-construction phase of the project in the appropriate appendices in the SWPPP binder located on-site. These reports shall be readily available for inspection. The owner shall provide copies of these reports to the City of Saratoga Springs, NYS DEC, and/or the Engineer of Record, as requested. O & M Manual – 126 West Avenue O&M – 4 II. CONSTRUCTION OF STORMWATER FACILITIES A. SHOP DRAWING & SUBMITTAL REVIEW The structural design for all devices shall be completed by a N.Y.S. Licensed Professional Engineer, based on the loading, materials, and dimensions shown on the plans. The shop drawings for each device and specification sheets for all materials will be submitted to the Engineer of Record for this project for approval. Once approved by the engineer of record, copies of this approval will be submitted to the Owner and the contractor for their use. No unit is to be constructed or installed without having the Engineer of Record’s approval. B. INSTALLATION INSPECTION The Engineer of Record, or an employee under his/her direct supervision, will inspect and document the subsurface conditions, including virgin material directly beneath the devices, prior to commencement of installation. The Engineer of Record, or an employee under his/her direct supervision, will witness the installation of the controlled fill placement within the embankments. The fill is to be placed in a maximum of 12” lifts and compacted to a minimum of 90% of the maximum dry density as established by a Modified Proctor Compaction Test (ASTM D-1557). All lab and field geotechnical testing is to be done by a qualified, licensed independent company who will be contracted by the Owner. C. CERTIFICATION OF DEVICES As each device is installed, the Engineer of Record will submit a document certifying to the Owner that the unit was installed per the approved plans, shop drawings, SWPPP, and Operations & Maintenance documents. If any modifications were made to any of the before-mentioned documents, appropriate documentation is to be submitted to the Owner along with this certification. D. OTHER DOCUMENTATION Provide periodic verbal updates and copies of documentation to the City of Saratoga Springs Engineering Division, if requested. E. CONSTRUCTION INSPECTION REPORT FORMS The Engineer of Record, or an employee under his/her direct supervision, is to use the Inspection Forms found in Appendix A of this manual for this project. Detailed specifications can be found on the approved plans. O & M Manual – 126 West Avenue O&M – 5 III. FACILITY OPERATION F. RECOMMENDATIONS TO OWNER During construction, it is imperative that any catch-basin and/or open- mouthed culvert be protected, as much as possible, from debris and sediment. The proper catch-basin inlet protection devices, which include the use of a drop inlet protection device, need to be installed and maintained in good operating conditions. Trash racks, as well as silt fence protection devices and/or check dams, will be installed at the inlets of the open- mouthed culverts feeding into the stormwater conveyance systems to keep large debris and sands from entering into these systems. By eliminating or reducing the amounts of solids and debris entering into these devices, the less maintenance and damage to the devices will occur. G. EMERGENCY ACTION PLAN In the event of an emergency condition resulting from extreme weather conditions or a structural failure of the facility occur, please contact the owner. If outside of normal business hours, please use the emergency phone number provided in section I.B of this manual. O & M Manual – 126 West Avenue O&M – 6 IV. FACILITY INSPECTION A. ROUTINE INSPECTIONS During the installation of each device, the engineer of record for the project, or an employee directly under his/her supervision, shall be present for the inspections and complete the inspection forms found in Appendix B of this manual for this project. B. PERIODIC INSPECTIONS Each device will be inspected by the engineer of record or his representative once every seven days during the construction phase of the project. C. INSPECTION REPORT FORM See Appendix A of this manual for inspection forms to be used for these structures during the construction phase. O & M Manual – 126 West Avenue O&M – 7 V. FACILITY MAINTENANCE AFTER FULL BUILD-OUT A. REGULARLY SCHEDULED MAINTENANCE The devices will be inspected once every year. However, should the periodic inspections determine that a more frequent inspection and cleaning schedule is needed, a modification to this maintenance schedule will be performed and all parties will be notified of this modification. If any of the devices’ internal components are damaged or missing, please contact the owner who will in turn make arrangements to have the damaged items repaired or replaced. B. MAINTENANCE PLAN Use the inspection forms located in Appendix A of this manual for the inspection forms that are to be used after the installation of the units and the construction of the immediate area of the project around these devices is completed. C. DRY SWALE A. The dry swale shall be routinely mowed to an average vegetative height of 6”. B. The owners shall not fill or otherwise alter the final grade of the swale. C. Any debris or sediment shall be cleaned from the swale as necessary. D. The underdrain outlet should be inspected to ensure there is no clogging and cleaned of debris as necessary. E. POROUS PAVEMENT SYSTEM A. Trash and debris shall be removed as necessary from the pavement surface. B. Any excavation, landscaping or other earth disturbance adjacent to porous pavement should be carefully planned to prevent soil, debris or sediment from being placed on pavement surfaces. If the placement of material on the pavement surface cannot be avoided, a tarp or other impermeable sheet material shall be placed on the pavement to eliminate sediment or other material from clogging the pavement surface. C. Under no circumstances shall any sand or sand mixture be used during winter conditions. A limited application of salt or liquid salt solution may be acceptable, depending on the composition of the applied product. Approval of applied snowmelt products shall be at the discretion of the Engineer. Snow plowing is acceptable but should be done carefully. D. Sediment removal shall be performed annually by the use of an industrial pavement vacuum or similar machine or device (greater frequency may be required if sediment accumulation is observed). E. Surface shall never be seal coated. O & M Manual – 126 West Avenue O&M – 8 F. UNSCHEDULED MAINTENANCE In cases of emergencies, please contact the owner with any information pertinent to the devices to facilitate any unscheduled maintenance. The owner will then make the necessary arrangements with all parties involved to initiate the appropriate maintenance measures. G. LONG TERM MAINTENANCE AGREEMENT The property owner or designated management company will be responsible for maintenance of the stormwater management practices on site. The City of Saratoga Springs will be provided with a stormwater maintenance agreement to ensure long term maintenance and operation of the proposed system. O & M Manual – 126 West Avenue O&M – A APPENDIX A DESIGN SPECIFICATIONS (See Design Plan Set for Specifications) O & M Manual – 126 West Avenue O&M – B APPENDIX B CONSTRUCTION & MAINTENANCE INSPECTION CHECKLISTS PERMEABLE PAVEMENT CONSTRUCTION INSPECTION CHECKLIST Site/Project Name: Date: Field Engineer: Permittee: Permit No: Structure Number: Total area of Permeable Paving installed for this inspection: sf 1. Contributing drainage area is stabilized. 2. Excavation to subgrade of permeable pavement conforms to approved plans. 3. Scarify or till the bottom to a depth of 3-4” 4. Install geo-textile fabric, if required by plan 5. Placement of any drainage or distribution systems and observation well conforms to approved plans. 6. Placement of backfilling stone sub base, sand, and gravel conforms to approved plans. Compact using vibratory roller. 7. Placement of surface permeable paving material conforms to approved plans. 8. Final inspection of grading and permanent stabilization conforms to approved plans. New York State Stormwater Management Design Manual Appendix F F-20 Open Channel System Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 1. Pre-Construction Pre-construction meeting Runoff diverted Facility location staked out 2. Excavation Size and location Side slope stable Soil permeability Groundwater / bedrock Lateral slopes completely level Longitudinal slopes within design range Excavation does not compact subsoils 3. Check dams Dimensions Spacing Materials New York State Stormwater Management Design Manual Appendix F F-21 CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 4. Structural Components Underdrain installed correctly Inflow installed correctly Pretreatment devices installed 5. Vegetation Complies with planting specifications Topsoil adequate in composition and placement Adequate erosion control measures in place 6. Final inspection Dimensions Check dams Proper outlet Effective stand of vegetation and stabilization Contributing watershed stabilized before flow is routed to the factility Comments: New York State Stormwater Management Design Manual Appendix F F-22 Actions to be Taken: New York State Stormwater Management Design Manual Appendix G G-13 Open Channel Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ UNSATISFACTORY COMMENTS 1. Debris Cleanout (Monthly) Contributing areas clean of debris 2. Check Dams or Energy Dissipators (Annual, After Major Storms) No evidence of flow going around structures No evidence of erosion at downstream toe Soil permeability Groundwater / bedrock 3. Vegetation (Monthly) Mowing done when needed Minimum mowing depth not exceeded No evidence of erosion Fertilized per specification 4. Dewatering (Monthly) Dewaters between storms New York State Stormwater Management Design Manual Appendix G G-14 MAINTENANCE ITEM SATISFACTORY/ UNSATISFACTORY COMMENTS 5. Sediment deposition (Annual) Clean of sediment 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repairs No evidence of erosion Comments: Actions to be Taken: