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Stormwater Report STORMWATER MANAGEMENT REPORT and STORMWATER POLLUTION PREVENTION PLAN NARRATIVE NYSDEC GP-0-15-002 Prepared for: Adirondack Factory Outlet Center, Inc. Site Modifications State Route 9 Tax Map # 288.12-1-22 Town of Queensbury Warren County, New York Prepared by: Hutchins Engineering 169 Haviland Road Queensbury, NY 12804 March 30, 2018 CERTIFICATION STATEMENT To be signed by contractors performing the site construction. I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations. Name: Company: Title: Signature: Date: Each Sub-Contractor or additional Contractors completing site work must also sign below: Name: Company: Title: Area of Work & SWPPP Responsibilities: Signature: Date: Name: Company: Title: Area of Work & SWPPP Responsibilities: Signature: Date: TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION .............................................................................. 1 2.0 EXISTING SITE CONDITIONS ........................................................................ 1 3.0 PROPOSED REDEVELOPMENT .................................................................... 2 4.0 PROPOSED STORMWATER MANAGEMENT ................................................... 2 5.0 NYSDEC REQUIREMENTS ........................................................................... 3 5.1 Water Quality Volume .......................................................................... 3 5.2 Runoff Reduction Volume ..................................................................... 3 5.3 Channel Protection Volume ........................................................................ 3 5.4 Overbank Flood Control ............................................................................. 3 5.5 Extreme Storm Control ............................................................................ 3 5.6 Deviations from NYSDEC Standards .............................................................. 4 6.0 TOWN OF QUEENSBURY REQUIREMENTS .......................................................... 4 7.0 ENDANGERED SPECIES .................................................................................... 4 8.0 ARCHAEOLOGICAL RESOURCES & HISTORIC PLACES ......................................... 4 9.0 CONSTRUCTION PHASE EROSION PRACTICES ................................................... 4 10.0 TEMPORARY EROSION & SEDIMENT CONTROL MEASURES ................................. 4 11.0 CONTROL OF LITTER, CONSTRUCTION DEBRIS & CONSTRUCTION CHEMICALS 5 12.0 MAINTENANCE OF TEMPORARY EROSION & SEDIMENT CONTROL DEVICES ......... 5 13.0 OPERATION & MAINTENANCE PLAN ................................................................ .. 5 14.0 PERMANENT EROSION CONTROL ...................................................................... 6 ATTACHMENTS R WQv Calculations • Soils Map ■ Subcatchment Map— Existing Model HydroCAD — Existing • Subcatchment Map— Proposed Model HydroCAD — Proposed HYDROCAD Existing & Proposed Conditions: Type-ll 24 hr Rainfall = 2.1" (1-year), 3.6" (10-year), 4.4" (25-year), 6.0" (100-year) 1.0 PROJECT DESCRIPTION The project consists of a removal of an existing 12,500-SF footprint retail building and construction of a new 12,700-SF footprint retail building on the site of the Adirondack Factory Outlet Center. Parking in the area of work will be reconfigured and conditions in the unaffected areas of the center will remain as existing. Also associated with the project are construction, landscaping, and stormwater management facilities. Project disturbance totals 1.2 acres. The project site is located at 1444 State Route 9 in the Town of Queensbury, Warren County, New York. 2.0 EXISTING SITE CONDITIONS Presently, the project site consists of a large retail building complex containing multiple outlet style stores and 360 parking spaces. Site soils over the site are mapped as Oakville Loamy Fine Sand, HSG-A. A copy of the USDA soils map is included in the appendix of this report. Site slopes over the majority of the site range from 1-4%. Runoff from site buildings and parking areas is captured in catch basins and multiple precast concrete drywells located throughout the site. Runoff from the far eastern portion of the site is collected in a series of concrete drywells and a portion discharges into a wooded area east of the site. Work proposed for this project is located at the westerly portion of the site in the area of NYS Route 9. Existing Conditions Summary Total Project Site Area: 7.0 Acres Buildings Coverage: 91,475 SF Drives, Walks & Parking: 168,680 SF Total Impervious: 260,157 SF Drainage Design Points The project site has been broken into three separate drainage design points, however all work in proposed within one drainage design area. 1 L — Project area site runoff Design Storm Events 1-year 24-hr Type-II distribution 2.1" 10-year 24-hr Type-II distribution 3.6" 50-year 24-hr Type-II distribution 4.8" 100-year 24-hr Type-ll distribution 6.0" Only this drainage design point is considered in the accompanying HydroCAD design analysis as there is no work proposed in the remaining site areas. Existing Conditions Calculated Stormwater Runoff from the Project Area— 1 L 1-year design storm (2.1") 0.0 CFS 0.0 acre-feet 10-year design storm (3.6") 4.98 CFS 0.025 acre-feet 50-year design storm (4.8") 15.91 CFS 0.109 acre-feet 100-year design storm (6.0") 16.45 CFS 0.184 acre-feet 1 3.0 PROPOSED REDEVELOPMENT Proposed Conditions Summary Total Project Site Area: 7.0 Acres Buildings Coverage: 91,676 SF Drives, Walks & Parking Areas: 163,573 SF Total Impervious: 255,249 SF Project Disturbance: 1.2 Acres The proposed project represents a net reduction in site impervious coverage of approximately 2%. 4.0 PROPOSED STORMWATER MANAGEMENT As the project consists of the construction of a new parking area with soils disturbances exceeding one acre, NYSDEC SPDES requirements for stormwater discharges from construction activities in accordance with GP-0-15-002 must be applied to the project. Specifically, a Stormwater Pollution Prevention Plan including post-construction stormwater management practices must be developed and implemented. Although this is a redevelopment project, Stormwater management practices are being updated for the new parking areas and new building areas. As the soils are deep, well drained sands it is proposed to continue the system of precast concrete drywells, with deep sump catch basins as pretreatment in parking and drive areas. The proposed new building will have an internally drained roof which will be directed to two new concrete drywells. The series of catch basins over the southerly half of the site will be connected to the series of drywells, which will allow infiltration of a portion of the runoff which presently flows offsite. Runoff calculations have been prepared utilizing SCS TR-20 methodology and HydroCAD analysis software for the 1-year, 10-year, 50-year, and 100-year Type-II simulated rainfall distributions over the area of the site impacted by the proposed project. Criteria utilized in the analysis are summarized as follows: Design Storm Events 1-year 24-hr Type-II distribution 2.1" 10-year 24-hr Type-II distribution 3.6" 50-year 24-hr Type-II distribution 4.8" 100-year 24-hr Type-II distribution 6.0" Developed Conditions Calculated Stormwater Runoff from the Project Area-1 L 1-year design storm (2.1") 0.0 CFS 0.0 acre-feet 10-year design storm (3.6") 0.0 CFS 0.0 acre-feet 50-year design storm (4.8") 0.0 CFS 0.0 acre-feet 100-year design storm (6.0") 0.0 CFS 0.0 acre-feet The developed site has been modeled as a series of subcatchments (drainage areas) and ponds, as shown on the HydroCAD drainage diagram. Full results of stormwater runoff computations are attached to this report. 2 5.0 NYSDEC REQUIREMENTS-REDEVELOPMENT PROJECT 5.1 Water Quality Volume The water quality volume (WQv) as required by NYSDEC is designed to capture and treat the 90% rainfall event and is calculated as a function of the impervious areas of the drainage subcatchments for the project site. The remaining portion of the site, in which the impervious cover will not change and no work is proposed, is therefore not considered in the calculations. The water quality volumes for the respective effected subcatchments and how these are managed are summarized as follows: Subcatchment WQv Required Provided Location 1AS — New Building 1,200 CF 1,200+ CF+ Infiltrated Drywells 1S — Reconfigured 1,604 CF 1,604+ CF+ Infiltrated Drywells Front Entry& Parking 3S — Front Parking 2,027 CF —2,027+ CF+ Infiltrated Drywells I Total WQv required: 4,831 CF Total WQv provided: 4,831+ CF 5.2 Runoff Reduction Volume Runoff Reduction Volume (RRv) as required by NYSDEC prescribes the design goal to reduce the Water Quality Volume through the allowable standard and green infrastructure practices. Runoff reduction is provided for the reconfigured area through infiltration of all runoff from all calculated storm events in the system of precast drywells. 5.3 Channel Protection Volume Channel protection for redevelopment projects is not required provided there is a net reduction in runoff, which is the case with this redevelopment project. 5.4 Overbank Flood Control Overbank flood control as required by NYSDEC requires that the peak developed discharge rate from the 10-year, 24-hour storm not exceed the pre-development rate. Existing 10-year peak storm discharge from project area: 4.98 CFS Developed 10-year peak storm discharge from project area: 0.00 CFS The 10-year storm calculations show that the overbank flood control requirement is met. 5.5 Extreme Storm Control Extreme storm control as required by NYSDEC requires that the peak developed discharge rate from the 100-year, 24-hour storm not exceed the pre-development rate. Existing 100-year peak storm discharge: 16.45 CFS 3 Developed 100-year peak storm discharge: 0.00 CFS The 100-year storm calculations show that the extreme storm flood control requirement is met. 5.6 Deviations from NYSDEC Standards The following is a list of deviations from NYSDEC design manual standards: • The use of drywells should include rooftop runoff only. Due to site slopes and constraints, it is necessary to install the required SMPs within the proposed parking area. This practice has proven effective since the original development of the property as the soils consist of deep well drained sands. All new drywells serving vehicular traffic areas are pretreated through collection in deep sump catch basins prior to entry into the drywells. 6.0 TOWN OF QUEENSBURY REQUIREMENTS The Town of Queensbury requires that for commercial projects, the 50-year design storm event be evaluated. Existing 50-year peak storm volume: 0.109 AF Developed 50-year peak storm volume: 0.000 AF Existing 50-year peak storm discharge: 15.91 CFS Developed 50-year peak storm discharge: 0.00 CFS The 50-year storm calculations show that the Town's requirements are met. 7.0 ENDANGERED SPECIES In accordance with Part I.F.4 of GP-015-0-002, NYSDEC EAF mapper has indicated that indicated that there are no species listed as threatened or endangered 8.0 ARCHAEOLOGICAL RESOURCES & HISTORIC PLACES This is a redevelopment project of a site previously disturbed over numerous occasions. 9.0 CONSTRUCTION PHASE EROSION PRACTICES Practices to be implemented during construction for erosion and sediment control include silt fencing and temporary sediment basins in various portions of the total disturbed area. Silt fencing will be placed across slopes (on the contour) in all areas downgrade of disturbed areas. Temporary sediment traps will be utilized in areas where construction phase runoff concentrates. 10.0 TEMPORARY EROSION & SEDIMENT CONTROL MEASURES Erosion and sediment control measures will be incorporated into the construction of the project. These practices will comply with the New York State Department of Environmental Conservation publication entitled "New York Guidelines for Urban and Sediment Control" (the blue book). Separate erosion and sediment controls will be installed for each phase of construction. The following temporary erosion and sediment control devices are to be utilized: 4 1. Sediment Control Fence Silt Fence shall be used to control erosion from sheet flow on slopes not to exceed 1-on-3. Concentrated flows shall not be directed toward the silt fence. The silt fence must be installed parallel to the contour lines to eliminate drainage along the fence. 2. Temporary Sediment Tra s Sediment traps shall be constructed at each disturbed area and be of the size and type specified to collect sediment laden stormwater. 3. Temporary Diversion Swales Temporary diversion swales shall be constructed either to divert clean stormwater runoff from newly graded areas or to direct sediment laden runoff to a sediment trapping device. 4. Dust Control Measures for dust control during construction shall be implemented as needed. Daily water sprays will be used during dry conditions. In addition to water sprays, temporary mulching, temporary seeding and covering stockpiles with tarps shall be implemented when necessary. 11.0 CONTROL OF LITTER, CONSTRUCTION DEBRIS & CONSTRUCTION CHEMICALS During the course of construction, the site shall be kept clear of debris and litter which could be transported by water or wind. This material shall be picked up daily and shall be stored in waste debris containers where it will be securely held. All petroleum products or other waste contaminants which are water soluble, or could be dispersed and transported by stormwater, shall be stored in covered containers and shall be regularly removed from the site and properly and legally disposed of. All petroleum or other hazardous materials shall be stored and handled in conformance with NYSDEC spill prevention and containment requirements. 12.0 MAINTENANCE OF TEMPORARY EROSION & SEDIMENT CONTROL DEVICES The sediment basins shall be inspected at least weekly and after every rain event by the contractor. When 50% of the volume of the trap is full, the contractor shall remove collected sediment and dispose of properly. The contractor shall inspect the sediment control fence weekly and after every rain event and remove trapped sediment and maintain the devices such that they are in good working order. 13.0 OPERATION & MAINTENANCE PLAN The parcel owner is to provide the maintenance needed in order to ensure continuous and effective operation of the stormwater control practices. Maintenance includes sediment removal in the catch basins and drywells and shall be accomplished by vacuuming. Sediment removal should be performed annually or semi-annually. Mowing and trimming of the vegetated fill slope should be performed as needed throughout the spring, summer and fall, typically semi-weekly. Any eroded areas shall be immediately repaired, retopsoiled, revegetated and covered with erosion control blankets. 5 14.0 PERMANENT EROSION CONTROL All pervious areas shall be graded, topsoil installed and seeded or planted as soon as practical, but in no case shall finish graded soils be exposed for more than seven days. Seeded areas on slopes over 1:3 shall be stabilized with erosion control blankets as specified on the plans. ATTACHMENTS • WQv Calculations • Soils Map • Subcatchment Map— Existing Model HydroCAD— Existing • Subcatchment Map— Proposed Model HydroCAD — Proposed HYDROCAD Existing & Proposed Conditions: Type-II 24 hr Rainfall = 2.1" (1-year), 3.6" (10-year), 4.4" (25-year), 6.0" (100-year) s Water quality Volume-Individual Subaatchments WQv= Water Quality Volume P=90%Rainfall Event(Design Manual Pg 4-2) Rv=0.05+0.009(1)where I is%impervious Cover: Rv minimum=0.2 1=Percent Impervious Cover A=Area of Site In Acres(Contributing Area) (NOTE: Existing Offsite Impervious areas not considered in WQv) SUBCATCHMENT 1A S-NEW BUILDING SUBCATCHMENT 1S Inuuts Inputs P= 1.2 P= 1.2 1= 100 1= 61.5 A= 0.29 A= 0.61 Calculated 830 SF TOTAL Calculated 26,743 SF TOTAL calc Rv= 0.95 Rv minimum=0.2 calc Rv= 0.60 Rv minimum=0.2 app Rv= 0.95 app Rv= 0.60 WQv= 0.028 Acre-feet WQv= 0.037 Acre-feet WQv= 1,200 CF minimum WQv= 1,604 CF minimum SUBCATCHMENT 3S Inputs P= 1.2 1= 92 A= 0.53 Calculated 0 SF TOTAL calc Rv= 0.88 Rv minimum=0.2 app Rv= 0.88 WQv= 0.047 Acre-feet WQv= 2,027 CF minimum z z lb a O09M O09ZO9b 00MM oomow oozm OOLM 00 Cl) MSZ�Tb AL ,Z M.6Z.Tb SEL N O — C-1) d1 Cl)d s i } T d z -Beit N U° U- _. �y Y O CO CL C 1, l • d O 4k a rn , = o ti cq T ~ � e 4D 0c G � N o ok m 8 Zcc � Z V 8 M.iT.Zb AL M.TT,Zb erL Q z z s a ,Q, a Soil Map—Warren County,New York Adirondack Factory Outlet Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BdC Bice very bouldery fine sandy 3.4 4.2% { loam,sloping { BeC Bice-Woodstock very bouldery 0.3 0.4% fine sandy loams,sloping HpE Hinckley-Plainfield complex, 5.0 6.2% steep OaA Oakville loamy fine sand,0 to 9.8 12.2% 3 percent slopes OaB Oakville loamy fine sand,3 to 61.7 76.8% 8 percent slopes OaC Oakville loamy fine sand,8 to 0.2 0.2% 15 percent slopes Totals for Area of Interest 80.3 100.0% r I I USDA Natural Resources Web Soil Survey 3/30/2018 Conservation Service National Cooperative Soil Survey Page 3 of 3 Existing Conditions K a Do IN o M g oZ � o 0 h 2 V n rn c IN rGni ^� Moo 0-0 I � J.F� G1 al •� C l co w z I �.w � c U I m 2, Z� C/) a m LC OR 49 i ■ 4 J 0 =O coN � o a :I 22 M c) C � d c o 2 v L US pp N - 11 LL r- L N N a d L p L .nL 0 3 W r- o 2 r- o a o 0 o W a o W a o ��. p I ci 9 Z II I Z _0 II w C7 m uc p m O w in L U L J LO y O U U N O D CO O O O ° d O CD N C ; ° ' O N Z O N fA C) Q o O w V Y o ¢ o c C7 a L 3 C7 co C o m '62- N o m LL o yyy 11 E N co N L E L N « I) Im = M N N o_ m O NtnWd C a m a 0 V 2 m } °O N cn O°¢ N C Un o ° ¢C9 dew E o m C70 �¢ C7a v > E 3 a�¢ y 'aa t > E cn °¢ �, E > E ZL1 H > mw o a` V �2 my ° t P '- ° V W ° U) vL m oou a0i92 Cj L m c°io (D L ni �w1� rn m c11 0 � yQZa rn'D COC y2 aQ 2 , V Lo [Un p(7 O r 7 C w 0 L o o O N N v co z LO ` C LL o o N U)Z N U N y 0 �O O W N U Q o d °7(r°M O V N Uwe E o li ° �mn �� Z, o li ayi On m O�ao w o II _ L- p�� E ° �2 Om� n ��ao a o o to L) mom° � 2na ��oD mw N O i � 1§0 y0 E E C n E c cj E._ m_ QUo M Nof U rnrno� m m o o H E N CN c rnr7rn rn E Lo o N¢ E ZOn_ �� ^ o 0 o U) �� ww U TT co U- V�� m Cd M (00 �� N NCCD--- 0400000 fn— .08 II fnL N Nim cd CT J` 11 cn f0 mv6 couch II U) Z N LQ1 a N N LO co l° N d M M M �N av O O �C N c'� � ''!_- c - E c° cc 9 c c a J w Z H4 N R Oa E _ zz V y,l L �w=0-0 e�e LU d< K ; li C Q0 A W Z �0 cf 7 u� , Q 0. r 3 � 1 U Ga w uiLL �..(� Z Z w 2 E 0.O � nit as r aw 7 C O x x U m y W L ac F+ X cc cc m a a z Y X m 0. oma a N 11 N C)d o }0 Cl) c p N c_ m c� m x 0 E C Nco a r C11 U# m-. 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