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21094_SWPPP_compiled
38 High Rock Ave, Suite 3 | P.O. Box 272 | Saratoga Springs, NY 12866 | 518.450.4030 STORMWATER MANAGMENT NARRATIVE Project: FHB Main Street Apartments Date: January 12, 2022 Project Background: The project site is a 0.76 ±acres site located at located at 78 and 80 Main Street in the Town of Queensbury, New York (Tax Map ID 309.10-1-24 & 309.10-1-25). The existing site is currently developed with a single-family residence, detached garage, asphalt driveway, landscaping features, and municipal utility connections. The site is located within the Queensbury Main Street Zoning District (MS) in accordance with the Town of Queensbury Zoning Ordinance. Majority of the site slopes to the south at approximately 2% - 3% grades to a low point located in the southwest corner of the property. A portion of the front yard area slopes to the northwest at approximately 2% - 3% grades. The site soils consist of Oakville loamy fine sand material that is classified as hydrologic soil group A. Details and delineation of site soils are presented in the USDA soil report provided in Appendix B of this narrative. A series of test pits and infiltration tests were completed throughout the site. Results of test pits were consistent with the USDA soil report with observed soils being of poorly graded sand type. Results of infiltration tests indicated infiltration rates of in-situ soils to be less than 5 minutes per inch at all locations. Results of completed tests are provided on drawing C-0.10. Development: Proposed redevelopment of the site includes the demolition of the existing residence and shed; and the construction of a three-story mixed-use building containing office space and (22) apartment units. In addition to the mixed-use building, development will also include construction of an access drive and parking lot, utility connections, landscaping, lighting, and stormwater control measures. Total disturbance area will encompass the entirety of the site (0.76 acres). Impervious surfaces will encompass approximately 91% of the site, meeting permeability requirements set forth in the Queensbury Zoning Ordinance (5% minimum permeability required). Stormwater Management: Proposed stormwater control measures include a series of roof leaders, catch basins and subsurface infiltration chambers designed to store and attenuate runoff generated from the 50- year storm event. Temporary erosion and sediment control measures will be installed and maintained throughout the duration of construction in accordance with the New York State Stormwater Management Design Manual, January 2015 and the New York Standards and Specifications for Erosion and Sediment Control. Refer to the construction drawings for the locations and details of the proposed stormwater features. The site was broken up into eight subcatchment areas. Subcatchment 1S consists of a small portion of the entrance drive and the front yard. Stormwater runoff will generally follow existing drainage patterns through this subcatchment to Main Street (Design Point #1). Subcatchment 2S through 8S consists of majority of the proposed development, including the building, parking lot area, courtyard and the planted parking lot islands. Runoff from the building roof and proposed parking lot surface will be conveyed via sheet flow and roof leaders to a series of catch basins. Captured runoff will be conveyed from each catch basin to a series of subsurface infiltrators where it will be stored, or infiltrate through the stone bed and in-situ soils (Design Point #2). The design storm event was assumed to be customized storm curves based upon Extreme Precipitation Data in New York & New England available through a joint collaboration between the Northeast Regional Climate Center and Natural Resources Conservation Service for Type II storm events. The rainfall magnitude for the 50-year storm event was determined to be 5.24 inches. The runoff rates were modeled using HydroCAD version 10.0 software which calculates runoff based on the modified SCS TR-20 method. The peak runoff discharge passing through the proposed stormwater management system will be attenuated to be less than or equal to the pre- development flow rates for the 50-year 24-hour storm at established discharge design points in accordance with provisions of the Town Code. The peak off-site discharge rate for the 24-hour 50 year is as follows: Existing Conditions Post-Construction Design Point #1 0.2 cfs 0.2 cfs Design Point #2 0.6 cfs 0.0 cfs MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM The proposed catch basins and storm pipes shall be periodically checked for the accumulation of debris that may constrict runoff from flowing freely at the outlet invert elevations. Roof leaders shall be checked periodically to confirm connections are secured and outlets are not restricted by debris build up. In addition to the maintenance of the stormwater practices described, the lawns and landscaped areas shall be maintained in good condition to prevent erosion. Any deteriorated areas of lawn shall be re-seeded, and a stable turf reestablished. Additionally, the property owner shall provide arrangements for the future maintenance of the post-construction stormwater control measures in accordance with the Sample Stormwater Control Facility Maintenance Agreement (see Appendix A ) to be recorded in the office of the County Clerk or its terms shall be incorporated into covenants appearing in the deed, declarations of covenants and restrictions or other such documents to ensure that record notice of its terms is provided to future owners of the site. If you have any questions, please contact the undersigned at (518) 450-4030. Sincerely, Matthew E. Huntington, PE Principal For Studio A | Landscape Architecture + Engineering APPENDIX A STORMWATER CONTROL FACILITY MAINTENANCE AGREEMENT STORMWATER MANAGEMENT 147 Attachment 5 SCHEDULE E Sample Stormwater Control Facility Maintenance Agreement Whereas, the Town of Queensbury ('municipality') and (the "facility owner") want to enter into an agreement to provide for the long term maintenance and continuation of stormwater control measures approved by the municipality for the below named project, and Whereas, the municipality and the facility owner desire that the stormwater control measures be built in accordance with the approved project plans and thereafter be maintained, cleaned, repaired, replaced and continued in perpetuity in order to ensure optimum performance of the components. Therefore, the municipality and the facility owner agree as follows: 1.This agreement binds the municipality and the facility owner, its successors and assigns, to the maintenance provisions depicted in the approved project plans which are attached as Schedule A of this agreement. 2.The facility owner shall maintain, clean, repair, replace and continue the stormwater control measures depicted in Schedule A as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes, culverts, soil absorption devices and retention ponds. 3.The facility owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses among parties for any commonly owned facilities. 4.The facility owner shall provide for the periodic inspection of the stormwater control measures, not less than once in every five year period, to determine the condition and integrity of the measures. Such inspection shall be performed by a Professional Engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the municipality within 30 days of the inspection, a written report of the findings including recommendations for those actions necessary for the continuation of the stormwater control measures. 5.The facility owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the municipality. 6.The facility owner shall undertake necessary repairs and replacement of the stormwater control measures at the direction of the municipality or in accordance with the recommendations of the inspecting engineer. 7.The facility owner shall provide to the municipality within 30 days of the date of this agreement, a security for the maintenance and continuation of the stormwater control measures in the form of a (Bond, letter of credit or escrow account). 147 Attachment 5:1 04 - 15 - 2009 QUEENSBURY CODE 8.This agreement shall be recorded in the Office of the County Clerk, County of Warren, together with the deed for the common property and shall be included in the offering plan and/or prospectus approved pursuant to _________________. 9.If ever the municipality determines that the facility owner has failed to construct or maintain the stormwater control measures in accordance with the project plan or has failed to undertake corrective action specified by the municipality or by the inspecting engineer, the municipality is authorized to undertake such steps as reasonably necessary for the preservation, continuation or maintenance of the stormwater control measures and to affix the expenses thereof as a lien against the property. 10.This agreement is effective beginning on: _________________. 147 Attachment 5:2 04 - 15 - 2009 APPENDIX B USDA SOIL SURVEY 9 Custom Soil Resource Report Soil Map 479484047948504794860479487047948804794890479490047949104794920479493047948404794850479486047948704794880479489047949004794910479492047949304794940607740 607750 607760 607770 607780 607790 607800 607810 607740 607750 607760 607770 607780 607790 607800 607810 43° 17' 58'' N 73° 40' 18'' W43° 17' 58'' N73° 40' 14'' W43° 17' 55'' N 73° 40' 18'' W43° 17' 55'' N 73° 40' 14'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:511 if printed on A portrait (8.5" x 11") 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 1:15,800. 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: Warren 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 OaA Oakville loamy fine sand, 0 to 3 percent slopes 0.7 100.0% Totals for Area of Interest 0.7 100.0% 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 Warren County, New York OaA—Oakville loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9xxc Elevation: 600 to 1,200 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Oakville and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform:Terraces, outwash plains, deltas Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 - 0 to 8 inches: loamy fine sand H2 - 8 to 27 inches: sand H3 - 27 to 60 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.4 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 Minor Components Tioga Percent of map unit:4 percent Hydric soil rating: No Custom Soil Resource Report 13 Elnora Percent of map unit:3 percent Hydric soil rating: No Hinckley Percent of map unit:3 percent Hydric soil rating: No Custom Soil Resource Report 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 16 APPENDIX C SUBCATCHMENT PLANS DESIGN POINT #1: Q50-YR = 0.2 CFS DESIGN POINT #2: Q50-YR = 0.6 CFS SUBCATCHMENT BOUNDARY TIME OF CONCENTRATION FLOW PATH SUBCATCHMENT ID LEGEND SAVE DATE: 1/7/2022 3:45 PMFILE NAME: Z:\Projects\2021 Projects\21094 - FHB - Main Street Apartments\DWG\03 SHEETS\21094_STORMWATER.dwgPLOTTED BY:QUINN ROESCHDESIGN BY:DRAWN BY:CHECKED BY:############EXISTING CONDITIONS SUBCATCHMENT PLANSC-1 1 1 10 20 40020 1 inch = 20 feet GRAPHIC SCALE DRAWING NO. PROJECT NO.PROJECTDRAWING TITLEDATE:REVISIONSDATEDESCRIPTIONSTUDIO A LANDSCAPE ARCHITECTURE + ENGINEERING, DPC MAILING: PO BOX 272 SARATOGA SPRINGS, NY 12866 OFFICE LOCATION: 38 HIGH ROCK AVE, SUITE 3 SARATOGA SPRINGS, NY 12866 (518) 450-4030 IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, ARCHITECT, LANDSCAPE ARCHITECT, OR LAND SURVEYOR, TO ALTER ANY ITEM IN ANY WAY. IF AN ITEM BEARING THE STAMP OF A LICENSED PROFESSIONAL IS ALTERED, THE ALTERING LICENSED PROFESSIONAL SHALL STAMP THE DOCUMENT AND INCLUDE THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERNATION, AND SPECIFIC DESCRIPTION OF THE ALTERATION. 01/12/2022 21094FHB MAIN STREET APARTMENTS78-80 MAIN STREET, QUEENSBURY, NYFOOTHILLS BUILDERS9 MOUNTAINSIDE DRIVEQUEENSBURY, NY 12804DRAWINGS NOT FOR CONSTRUCTION DWG OFPREPARED FORDIG SAFE NOTE: THIS PLAN SET WAS DRAFTED WITHOUT THE BENEFIT OF "DIG SAFE" MARKINGS. UTILITIES SHOWN ARE NOT WARRANTED TO BE EXACT OR COMPLETE. THE CONTRACTOR SHALL CONTACT "DIG SAFE" AT 811 BEFORE COMMENCING ANY WORK AND SHALL PRESERVE EXISTING UTILITIES WHICH ARE NOT SPECIFIED TO BE REMOVED IN THIS PLAN SET. MAP INFORMATION: BASE MAP INFORMATION OBTAINED FROM "MAP OF A SURVEY MADE FOR FOOTHILLS BUILDERS, LLC, TOWN OF QUEENSBURY, COUNTY OF WARREN, STATE OF NEW YORK" PREPARED BY RUSSEL E. HOWARD LICENSED LAND SURVEYING, DATED JULY 30, 2021.01/12/22SITE PLAN REVIEW1S 2S 2S 500 498 500 498 5 0 0 499 498 497 DESIGN POINT #2: Q50-YR = 0.0 CFS DESIGN POINT #1: Q50-YR = 0.2 CFS SUBCATCHMENT BOUNDARY TIME OF CONCENTRATION FLOW PATH SUBCATCHMENT ID LEGEND SAVE DATE: 1/7/2022 4:08 PMFILE NAME: Z:\Projects\2021 Projects\21094 - FHB - Main Street Apartments\DWG\03 SHEETS\21094_STORMWATER.dwgPLOTTED BY:QUINN ROESCHDESIGN BY:DRAWN BY:CHECKED BY:############POST-CONSTRUCTION SUBCATCHMENT PLANSC-2 2 2 10 20 40020 1 inch = 20 feet GRAPHIC SCALE DRAWING NO. PROJECT NO.PROJECTDRAWING TITLEDATE:REVISIONSDATEDESCRIPTIONSTUDIO A LANDSCAPE ARCHITECTURE + ENGINEERING, DPC MAILING: PO BOX 272 SARATOGA SPRINGS, NY 12866 OFFICE LOCATION: 38 HIGH ROCK AVE, SUITE 3 SARATOGA SPRINGS, NY 12866 (518) 450-4030 IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, ARCHITECT, LANDSCAPE ARCHITECT, OR LAND SURVEYOR, TO ALTER ANY ITEM IN ANY WAY. IF AN ITEM BEARING THE STAMP OF A LICENSED PROFESSIONAL IS ALTERED, THE ALTERING LICENSED PROFESSIONAL SHALL STAMP THE DOCUMENT AND INCLUDE THE NOTATION "ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERNATION, AND SPECIFIC DESCRIPTION OF THE ALTERATION. 01/12/2022 21094FHB MAIN STREET APARTMENTS78-80 MAIN STREET, QUEENSBURY, NYFOOTHILLS BUILDERS9 MOUNTAINSIDE DRIVEQUEENSBURY, NY 12804DRAWINGS NOT FOR CONSTRUCTION DWG OFPREPARED FORDIG SAFE NOTE: THIS PLAN SET WAS DRAFTED WITHOUT THE BENEFIT OF "DIG SAFE" MARKINGS. UTILITIES SHOWN ARE NOT WARRANTED TO BE EXACT OR COMPLETE. THE CONTRACTOR SHALL CONTACT "DIG SAFE" AT 811 BEFORE COMMENCING ANY WORK AND SHALL PRESERVE EXISTING UTILITIES WHICH ARE NOT SPECIFIED TO BE REMOVED IN THIS PLAN SET. MAP INFORMATION: BASE MAP INFORMATION OBTAINED FROM "MAP OF A SURVEY MADE FOR FOOTHILLS BUILDERS, LLC, TOWN OF QUEENSBURY, COUNTY OF WARREN, STATE OF NEW YORK" PREPARED BY RUSSEL E. HOWARD LICENSED LAND SURVEYING, DATED JULY 30, 2021.01/12/22SITE PLAN REVIEW2S 1S 2S 3S 4S 5S 6S 7S 8S APPENDIX D STORMWATER CALCULATIONS EXISTING CONDITIONS 1S 2S Routing Diagram for 21094_EXISTING Prepared by Microsoft, Printed 1/7/2022 HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_EXISTING Printed 1/7/2022Prepared by Microsoft Page 2HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.2 cfs @ 12.02 hrs, Volume= 0.013 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 1,342 98 IMPERVIOUS SURFACES 1,006 49 50-75% Grass cover, Fair, HSG A 2,348 77 Weighted Average 1,006 42.84% Pervious Area 1,342 57.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 30 0.0200 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" Summary for Subcatchment 2S: Runoff = 0.6 cfs @ 12.23 hrs, Volume= 0.065 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 3,744 98 IMPERVIOUS SURFACE 522 72 Dirt roads, HSG A 801 32 Woods/grass comb., Good, HSG A 25,561 49 50-75% Grass cover, Fair, HSG A 30,628 55 Weighted Average 26,884 87.78% Pervious Area 3,744 12.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 11 0.0100 0.60 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" 10.6 89 0.0170 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 5.0 210 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.9 310 Total POST-CONSTRUCTION CONDITIONS 1S 2S 3S (new Subcat) 4S (new Subcat) 5S6S (new Subcat) 7S 8S CB1CB CB-1 CB2CB CB-2 CB3CB CB-3 CB4CB CB-4 CB5CB CB-5 DP1 Design Point #1 DP2 Design Point #2 IF Infiltrator Chambers Routing Diagram for 21094_POST Prepared by Microsoft, Printed 1/12/2022 HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 2HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.2 cfs @ 11.99 hrs, Volume= 0.013 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 1,610 98 IMPERVIOUS SURFACES 813 32 Woods/grass comb., Good, HSG A 2,423 76 Weighted Average 813 33.55% Pervious Area 1,610 66.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 22 0.0200 0.91 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" Summary for Subcatchment 2S: Runoff = 0.7 cfs @ 11.99 hrs, Volume= 0.044 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 4,564 98 IMPERVIOUS SURFACE 4,564 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 91 0.0200 4.38 0.86 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.012 Summary for Subcatchment 3S: (new Subcat) Runoff = 1.4 cfs @ 11.99 hrs, Volume= 0.080 af, Depth= 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 8,819 98 IMPERVIOUS SURFACES * 904 32 Woods/grass comb., Good, HSG A- PLANTING BED 9,723 92 Weighted Average 904 9.30% Pervious Area 8,819 90.70% Impervious Area PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 3HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 186 0.0200 4.38 0.86 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.012 Summary for Subcatchment 4S: (new Subcat) Runoff = 0.3 cfs @ 11.99 hrs, Volume= 0.018 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 2,056 98 IMPERVIOUS SURFACES 460 32 Woods/grass comb., Good, HSG A 2,516 86 Weighted Average 460 18.28% Pervious Area 2,056 81.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 70 0.0200 4.38 0.86 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.012 Summary for Subcatchment 5S: Runoff = 0.3 cfs @ 11.99 hrs, Volume= 0.018 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 2,056 98 IMPERVIOUS SURFACES 460 32 Woods/grass comb., Good, HSG A 2,516 86 Weighted Average 460 18.28% Pervious Area 2,056 81.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 61 0.0200 4.38 0.86 Pipe Channel, 6.0" Round Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.012 PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 4HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: (new Subcat) Runoff = 0.5 cfs @ 11.99 hrs, Volume= 0.029 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 3,053 98 IMPERVIOUS SURFACES 3,053 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 75 0.0300 1.37 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" Summary for Subcatchment 7S: Runoff = 0.5 cfs @ 11.99 hrs, Volume= 0.030 af, Depth= 5.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 3,100 98 IMPERVIOUS SURFACES 3,100 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 60 0.0300 1.31 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" Summary for Subcatchment 8S: Runoff = 0.6 cfs @ 12.00 hrs, Volume= 0.037 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24" Area (sf) CN Description * 4,262 98 IMPERVIOUS SURFACES 819 32 Woods/grass comb., Good, HSG A 5,081 87 Weighted Average 819 16.12% Pervious Area 4,262 83.88% Impervious Area PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 5HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 87 0.0400 1.58 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" Summary for Pond CB1: CB-1 Inflow Area = 0.105 ac,100.00% Impervious, Inflow Depth = 5.00" for 50-yr event Inflow = 0.7 cfs @ 11.99 hrs, Volume= 0.044 af Outflow = 0.7 cfs @ 11.99 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.7 cfs @ 11.99 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 496.57' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 496.10'12.0" Round Culvert L= 60.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 496.10' / 494.90' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.7 cfs @ 11.99 hrs HW=496.57' (Free Discharge) 1=Culvert (Inlet Controls 0.7 cfs @ 1.85 fps) Summary for Pond CB2: CB-2 Inflow Area = 0.349 ac, 91.59% Impervious, Inflow Depth = 4.38" for 50-yr event Inflow = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af Outflow = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 495.27' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 493.83'10.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 493.83' / 493.30' S= 0.0230 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf Primary OutFlow Max=2.1 cfs @ 11.99 hrs HW=495.27' (Free Discharge) 1=Culvert (Inlet Controls 2.1 cfs @ 3.84 fps) Summary for Pond CB3: CB-3 Inflow Area = 0.352 ac, 91.11% Impervious, Inflow Depth = 4.36" for 50-yr event Inflow = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af Outflow = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 2.1 cfs @ 11.99 hrs, Volume= 0.128 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 6HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Peak Elev= 494.88' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 493.40'10.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 493.40' / 493.30' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf Primary OutFlow Max=2.1 cfs @ 11.99 hrs HW=494.88' (Free Discharge) 1=Culvert (Inlet Controls 2.1 cfs @ 3.92 fps) Summary for Pond CB4: CB-4 Inflow Area = 0.117 ac, 83.88% Impervious, Inflow Depth = 3.79" for 50-yr event Inflow = 0.6 cfs @ 12.00 hrs, Volume= 0.037 af Outflow = 0.6 cfs @ 12.00 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.6 cfs @ 12.00 hrs, Volume= 0.037 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 495.21' @ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 494.75'12.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 494.75' / 494.11' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.6 cfs @ 12.00 hrs HW=495.21' (Free Discharge) 1=Culvert (Inlet Controls 0.6 cfs @ 1.83 fps) Summary for Pond CB5: CB-5 Inflow Area = 0.223 ac, 90.70% Impervious, Inflow Depth = 4.32" for 50-yr event Inflow = 1.4 cfs @ 11.99 hrs, Volume= 0.080 af Outflow = 1.4 cfs @ 11.99 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 1.4 cfs @ 11.99 hrs, Volume= 0.080 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 495.04' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 494.33'12.0" Round Culvert L= 38.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 494.33' / 493.57' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.4 cfs @ 11.99 hrs HW=495.04' (Free Discharge) 1=Culvert (Inlet Controls 1.4 cfs @ 2.27 fps) PRECIP 24-hr S0P 50-yr Rainfall=5.24"21094_POST Printed 1/12/2022Prepared by Microsoft Page 7HydroCAD® 10.00-26 s/n 11624 © 2020 HydroCAD Software Solutions LLC Summary for Pond DP1: Design Point #1 Inflow Area = 0.056 ac, 66.45% Impervious, Inflow Depth = 2.73" for 50-yr event Inflow = 0.2 cfs @ 11.99 hrs, Volume= 0.013 af Primary = 0.2 cfs @ 11.99 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Summary for Pond DP2: Design Point #2 Inflow Area = 0.701 ac, 91.35% Impervious, Inflow Depth = 0.00" for 50-yr event Inflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Summary for Pond IF: Infiltrator Chambers Inflow Area = 0.701 ac, 91.35% Impervious, Inflow Depth = 4.37" for 50-yr event Inflow = 4.2 cfs @ 11.99 hrs, Volume= 0.255 af Outflow = 1.2 cfs @ 11.81 hrs, Volume= 0.255 af, Atten= 72%, Lag= 0.0 min Discarded = 1.2 cfs @ 11.81 hrs, Volume= 0.255 af Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-200.00 hrs, dt= 0.01 hrs Peak Elev= 493.31' @ 12.21 hrs Surf.Area= 1,350 sf Storage= 1,813 cf Plug-Flow detention time= 7.0 min calculated for 0.255 af (100% of inflow) Center-of-Mass det. time= 7.0 min ( 771.8 - 764.8 ) Volume Invert Avail.Storage Storage Description #1A 491.10' 1,516 cf 25.25'W x 53.46'L x 4.00'H Field A 5,399 cf Overall - 1,608 cf Embedded = 3,791 cf x 40.0% Voids #2A 492.10' 1,608 cf ADS_StormTech SC-740 +Cap x 35 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 35 Chambers in 5 Rows 3,124 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 493.33'10.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 491.10'37.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.2 cfs @ 11.81 hrs HW=491.14' (Free Discharge) 2=Exfiltration (Exfiltration Controls 1.2 cfs) Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=491.10' (Free Discharge) 1=Orifice/Grate ( Controls 0.0 cfs)