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Application_2 View from 9L Looking East n. '' View of Upper Boat Storage Area Looking East View of Upper Boat Storage and 9L Looking West K tea • ,' View of Screening Berm Looking North East Toward Hanneford Rd. • ^* 4,, ��° ;1 ,?s a.g View of Screening Berm Looking South We • t {F, �..... , • • . . - �;;' "•�'. ' View of Lower Boat Storage Area Looking South East -"r f . s _ aa= *,ns.rx s. a Y A-- n-y rsv� View of Lower Boat Storage Area Looking North View of Lower Boat Storage Area Looking West y - w n'>1L 1H1� LJMS ‘Pile/Y'14 ct fwt_ J7itt l/fy,v'k 1 W A'at 11-1.a -Reehlur 1+ki 1M y Al4vv`f' ,__________ QE111k—4-4--4---- Quantitative Environmental Analysis,ltc TECHNICAL NICAL MEMORANDUM TO: ,,- ,'r;.:.,`,.-, DATE: January 26,2006 FROM: Ryan C.Davis RE: Route 9L Property CC: Laurie Scheuing JOB#: DTRclv:151 Mark Levack PRELIMINARY EVALUATION OF WETLANDS AND WATERS OF THE U.S. This memorandum summarizes the results of the field survey completed at the Route 9L property in Cleverdale,NY to demarcate the areas that may be subject to regulation as wetlands or waters of the U.S. Due to the time of year at which the field work was completed, no soil or vegetation data were collected. As such,this evaluation does not constitute a formal wetland delineation in accordance with the USACE Wetland Delineation Manual. However,this evaluation provides a conservative estimate of the site acreage that would be unsuitable for development that can be used for planning and preliminary design purposes. Methods The northern portion of the site was accessed via Route 9L where an unnamed tributary daylights after passing under Route 9L. The edge of the channel was marked with flags and the coordinates recorded using a Trimble ProXR®global positioning system(GPS). Field indicators (e.g., moss covered rocks,debris piles)were used to determine the edges of the channel. The remainder of the site was traversed on foot and surveyed for indications of possible wetland conditions. Areas that contained at least two wetland indicators were marked with flags and the coordinates recorded using a Trimble ProXe GPS. The presence of water and wetland vegetation were the most commonly observed field indicators. However, much of the site was covered with a thin layer of snow making observations difficult in some areas. All GPS coordinates were transferred to ArcMap to create the map depicting the boundaries of the waters and wetlands. Polygon features were created from the point locations to allow for area determination. www.genllc.com 305 West Grand Avenue 290 Elwood Davis Road 80 Glen Street 800 Brazos Street Suite 300 Suite 230 Suite 2 Suite 1040 Montvale,NJ 07645 Liverpool,NY 13088 Glens Falls,NY 12801 Austin,TX 78701 (201)930-9890 (315)453-9009 (518)792-3709 (512)707-0090 (201)930-9805 fax (315)453-9n10 fax (518)792-3719 Jax (512)275-0915 fax Page 1 of 2 . QED1111,—.4....4-04---- Quantitative Environmental Analysis,«c Results and Discussion The boundaries of the potential wetlands and waters of the U.S.that were flagged in the field are shown on Figure 1. Site photographs are provided in Attachment A. The unnamed tributary channel extends from the western edge of the site, to the east and joins with southern most portion of Warner Bay. The tributary and its channel occupy approximately 1.8 acres of the site (Table 1). A small drainage way was identified along the southwestern edge of the channel. Wetland A is a small palustrine emergent wetland (i.e., wetland without flowing water and dominated by herbaceous (non-woody) vegetation) located on the northern edge of the access road, and east of the fill area. The area contained standing water, tussock sedges and cattail and occupies approximately 0.2 acres of the site (Table 1). The wetland appears to drain to the east, joining the southern most portion of Warner Bay. Wetland B is a small palustrine emergent wetland located at near the south eastern boundary of the property. The area contained standing water, sedges and rushes and occupies less than 0.1 acres of the site (Table 1). The southern edge of the wetland is adjacent-to a small seasonal stream that drains the southern portion of the property to Warner Bay. A small drainage way was identified just south of the wetland area. An additional small drainage way or unnamed tributary is visible in the aerial photograph used in Figure 1. This area was not observed during the field survey, as it was obscured by snow. QEA recommends that a formal wetland delineation be completed in the spring once the wetland vegetation has emerged to confirm these findings. Table 1. Wetlands and waters of the U.S. Feature Description Area(acres) Waters of the U.S. Stream channel and associated floodplain 1.8 Wetland A Patustrine emergent wetland 0.2 Wetland B Palustrine emergent wetland near southern edge of site <0.1 www.geallc.com 305 West Grand Avenue 290 Elwood Davis Road 80 Glen Street 800 Brazos Street Suite 300 Suite 230 Suite 2 Suite 1040 Montvale,Ni 07645 Liverpool,NY 13088 Glens Fails,NY 12801 Austin,TX 78701 (201)930-9890 (315)453-9009 (518)792-3709 (512)707-0090 (201)930-9805 fax (315)453-9010 fax (518)792-3719 fax (5 12)275-0915 fax Page 2 of 2 Privileged and Confidential QEllik,....„....„...... Attorney Work Product Prepared at Request of Counsel Ouamitative Environmental Analysis, TECHN1CAL MEMORANDUM TO: - DATE: January 26,2006 FROM: Laurie Scheuing RE: Site Investigation—Route 9L Cleverdale,New York CC: Mark Levack JOB#: DTRc1v:150 INTRODUCTION This memorandum summarizes the results of the site investigation completed at the Route 9L property in Cleverdale, NY. The purpose of the investigation was to document the nature and extent of the fill material in the construction and demolition(C&D) fill area at the property. This property has not been used for C&D disposal in many years and the site naturally revegetated • with grasses and small trees. OBJECTIVE AND APPROACH On November 29, 2005, 13 test pits were excavated into the fill materials using a track-mounted excavator. The pits were located approximately every 100 feet, starting along the border of the fill area and progressing towards the center.The approximate locations of the test pits are shown on Figure 1. The test pits (TP)were advanced through the fill materials; the majority to a depth of approximately 14 feet below ground surface. One test pit was excavated to a depth of 21 feet below the ground surface, through the fill materials and underlying glacial till deposits,.- approximately to the top of bedrock. During the field investigation, the fill materials and work, zone were screened with a photo ionization detector(PID)and combustible gas indicator to detect the presence of volatile organic compounds, methane, and oxygen concentrations. These data, along with the visual description of the materials encountered,are documented on the test pit logs. that are included as Attachment A. Photos of the test pits are included as Attachment B. www.gcallc.com 305 West Grand Avenue 290 Elwood Davis Road 80 Glen Street 800 Brazos Street Suite 300 Suite 230 Suite 2 Suite 1040 Montvale,NJ 07645 Liverpool,NY 13088 Glens Falls,NY 12801 Austin,TX 78701 (201)930-9890 (315)453-9009 (518)792-3709 (512)707-0090 (201)930-9805 fax (315)453-9010 fax (518)792-3719f= (512)275-0915 fax Page 1of2 Page 2 of 2 RESULTS The fill materials that were encountered consisted of predominately dark brown fine to coarse sands with C&D debris that included: truck tires heavy brush tree stumps Clay plastic sheeting old metal signs Bricks Asphalt Concrete Books metal PVC piping angle iron Insulation Bottles Groundwater was not encountered in the 13 test pits. All test pits were backfilled with excavated material and graded to surface. Each test pit location was marked with a surveyor's flag, indicating the test pit number and date completed. The air screening results are documented on the test pit logs (Attachment A). The results were, within the ranges expected and below action limits. Samples from the test pits where two oil filters (TP-009) and a drum lid with organic "paint-like" material (TP-013) were encountered were separated and screened individually. The PID readings for these two samples were 3.4 ppm and 426 ppm, respectively. These materials were segregated from the back fill materials and properly disposed of off site. CONCLUSIONS The property on Route 9L in Cleverdale, NY was historically used for C&D disposal. This property has not been the subject of any investigation by the New York State Department of Environmental Conservation(NYSDEC). The test pits of the fill material confirm the presence of C&D debris. Materials that would have the potential to adversely affect soil and groundwater quality were not observed. No additional subsurface investigations of the fill material are warranted at this site. www.geallc.com 305 West Grand Avenue 290 Elwood Davis Road 80 Glen Street 800 Brazos Street Suite 300 Suite 230 Suite 2 Suite 1040 Montvale,NJ 07645 Liverpool,NY 13088 Glens Falls,NY 12801 Austin,TX 78701 (201)930-9890 (315)453-9009 (518)792-3709 (512)707-0090 (201)930-9805 fax (315)453-9010 fax (518)792-3719 fax (512)275-0915 fax SPSCHODER R/VERS Evergreen Professional Park 453 Dixon Road, Suite 7, Bldg. 3 ASSOCIATES Queensbury, NY 12804 Consulting Engineers, P.C. Tel. (518) 761 -0417 Fax (51 8) 761 -0513 J&D Marina. LLC September 11, 2013 2546 Route 9L SRA 12-495 Queensbury, NY 12804 ATTN: Lonny Chase RE: Castaway Marina - Stormwater Management for Boat Storage Area at 2585 State Route 9L Dear Mr. Chase: With regard to your existing Class A Marina Permit from the Lake George Park Commission (LGPC), we prepared a design for outdoor boat storage at the above-referenced location which is listed as Facility#2 on the existing LGPC permit. The permit notes that up to 8 boats are approved for indoor storage at the facility with conditional approval for outdoor storage of an additional 200 boats. On March 5, 2013, we met with you and representatives of the LGPC to establish reasonable parameters for outdoor boat storage at Facility#2 to determine the actual outdoor storage capacity which could be realized at the site. It was agreed that the maximum extent of outdoor boat storage would be restricted to a separation distance of at least 50 feet from the mapped wetlands and at least 10 feet from the top-of-slope of the relatively steep embankment located along the north and east sides of the proposed storage area. Drawing C-1, provided to you under separate cover. indicates these separation limits. The resulting areas available for outdoor boat storage results in a maximum capacity of 76 boats. The proposed maximum combined storage capacity for both indoor and outdoor storage is, therefore, 84 boats. During the referenced meeting with the LGPC, they also recommended that stormwater management should be provided for the existing impermeable areas at the site to the extent practical without significant disturbance of the fill materials present at the outdoor storage areas. Drawing C-1 indicates a proposed stormwater detention basin which was designed to accommodate runoff from the majority of the existing paved and building roof areas. A riprap-lined swale is also proposed along the site access roadway to the lower outdoor storage area. This swale will collect and treat additional site runoff and will also accommodate the overflow discharge from the detention basin. These stormwater management devices are designed to remove sediment from the stormwater runoff; they are not intended to provide any significant infiltration of the runoff into the fill materials present on site. Enclosed please find a copy of a letter from the LGPC accepting the proposed boat storage design and stormwater management improvements. Enclosed please find a copy of the stormwater design calculations which were used to size the stormwater devices, as requested by the Town of Queensbury as a part of your current special use permit application. We note that, as a part of your prior special use permit, no stormwater management was required for the site by the Town of Queensbury, even though the number of boats permitted by the Town for winter storage was significantly greater. It is, therefore, our opinion that the current proposed design is a significant improvement over the original permit conditions. Please give me a call if you have any questions. Sincerely, a e_211 -6, _i ,,/ /'- Carl B. Schoder, PE Principal `� ., STATE OF NEW YORK A LAKE GEORGE PARK CoN�1G OSSIC'N 75 Fort George Road, P.O. Box 749 # +. Lake George, New York 12845 � �.; I TEL(518)668-9347 FAX (518)668-5001 www.lgpc.state.ny.us info @Igpc.state.ny.us %5 f-FxCELS lox'''. BRUCE E.YOUNG DAV'D WICK Chair Executive Director September 13, 2013 J&D Marina Attn: Lonnie & Thalia Chase 2546 Route 9L Queensbury, NY 12804 Permit# 5234-52-10, Class A Marina Parcel # 240.5-1-31.2, Town of Queensbury Dear Mr. & Mrs. Chase, In accordance with your agent's written request of September 13, 2013 and pursuant to Condition 39 of Class A Marina Permit 5234-52-10, Schedule C of the above-referenced permit is hereby modified. This approved Schedule C — Facility Plan for Winter Storage Facility 2 is attached hereto for reference. Please note, outdoor storage of winter boat storage shall not be commenced at this site until such time as the stormwater management plan depicted in Schedule C is constructed and approved by Lake George Park Commission staff. All other terms and conditions remain as written in the original permit. Please attach this modification to the front of your original permit. If you have any questions please feel free to call me. 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MI�'I'�III'I"I'I��II�I. I 1111111 .l .F,}_�,J_ L'LILJLJiJ1�i H/ PnPTT sKrr. kE� - BOAT AND TRAILER STORAGE croRKI ~ SURVEYED BY At 2505 STATE ROUTE 94 wmn[nm INK— T- .CE72JlXaY AAO P,Pd.A7 BECTXa1l ••u[•or WC^A� DAVID F. BARBASS SITE PLAN AND DETAILS ,,,y C1fCX DAM LAND SURVEYOR ..A..'Ra sn ie.L m..1 S uAPLC SIREET __--. _ CORIM•NEW VOA C-f q _. J & D Marina, LLC Boat and Trailer Storage at 2585 State Route 9L Queensbury, NY Stormwater Calculations September 10, 2013 Revised: September 13, 2013 Prepared By: Schoder Rivers Associates Evergreen Professional Park 453 Dixon Road, Ste. 7, Bldg. 3 Queensbury, NY 12804 Client: J & D Marina, LLC 2546 State Route 9L Queensbury, NY NEW yO/4 0 gG H OA -1 6 - (6' L 4 N \ SCOPROFrS \O Carl B. 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DATE DESCRIPTION ___ _ Consulting Engineers,P.C. r--if''Ai::' .;;'I - Evergreen Professional Park Queensbury, NY /1 'r 453 Dixon Road,Suite 7,Bldg 3 '' t 1 Queenebury.New York 12804 DRAWING TITLE .__ - ;�;/,'l Ieiei io'-wi7,FAX:1518)lel-w,3 BOAT AND TRAILER STORAGE SCALE: I'-40'-0• DRAWN BY s21 AT 2585 STATE ROUTE 9L 1 i _ DRAWING NO SHT' I OF I - �'�. , , DATE: 9/I0/1.3 ENG. BY: MEP .W/I.:, ''' 1 11 PROJ. NO: 72-495 CHK'D BY: ces SUBCATCHMENT KEY PLAN SK-1 REV. o__ ( rte-e cec,t Copy — '0.7- iC sc-f4L-E) Hydrologic Soil Group—Warren County,New York y t.; 610460 610500 610540 610580 610620 610660 610700 610740 610780 610820 610860 4 7°'I 41 N - , 43°2741"N y� Mid( �j .L ' d y F[ + ,�. p - #, a )bk` � '7q'�w %iLL Y M d R 8' r k4 " C' ,r 4 q ;r! 7 �'d ' °c r `� r r Q' ', ._e k ', y ''..:,,s 'k p n1 ff� /q� q 4�� f 1d �Y � � y � ; A � N 4�R 4 Ab'� .. % ty4' f l C „ 4 d ' B � ^tp'•�A i ,/ ' Hf eq .. p,G;t N tom ' '''l. "am A t 'R iP�. a 1! 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M• ` '.o.d' d a `..d Sa 4„ii! ,.I a d d i. 5d; v, 'd ” ,, i a x \.< �S , X lie f' "q9 1 ">..� N..a t fir.' r •i tl p Ir M k e f 1•' '74 ;' ,,,. .' ° q l't,4 '' r: � t _'c ,,�n ` xr. .'- YP c4$A`.l�' r fi s x t trgq�" t 43°7711 N 43°27 31"N 610460 610500 610540 610580 610620 610660 610700 610740 610780 610820 610860 3 3 n � Map Scale:1:2,000 If printed on A landscape(11"x 8.5")sheet. r, Meters N 0 25 50 100 150 A Feet 0 50 100 200 300 Map projection:Web Mentor Comer coordinates:WGS84 Edge tics:LTTM Zone 18N WGS84 USDA Natural Resources Web Soil Survey 9/11/2013 :� Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Warren County,New York MAP LEGEND MAP INFORMATION Area of Interest(AOI) ❑ C The soil surveys that comprise your A01 were mapped at 1:15,800. Area of Interest(A01) ❑ CID Warning:Soil Map may not be valid at this scale. Soils D Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause 0 A ❑ Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting n AID Water Features soils that could have been shown at a more detailed scale. Streams and Canals - - Q B Transportation Please rely on the bar scale on each map sheet for map I 1 BID — Rails measurements. C Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov n CID US Routes Coordinate System: Web Mercator(EPSG:3857) 0 D Major Roads Maps from the Web Soil Survey are based on the Web Mercator Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area, such as the Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate • • A Aerial Photography calculations of distance or area are required. • • A/D This product is generated from the USDA-N RCS certified data as of • B the version date(s)listed below. • B/D Soil Survey Area: Warren County,New York Survey Area Data: Version 12,Sep 21,2012 • • C Soil map units are labeled(as space allows)for map scales 1:50,000 • • CID or larger. ▪ D Date(s)aerial images were photographed: Jun 19.2010—Oct 11, • . Not rated or not available 2010 Soil Rating Points The orthophoto or other base map on which the soil lines were © n compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting ❑ A/D of map unit boundaries may be evident. o B ® B/D )% Natural Resources Web Soil Survey 9/11/2013 "Will Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Warren County,New York Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Warren County,New York(NY113) Map unit symbol Map unit name Rating Acres in AOI Percent of AOl BdC Bice very bouldery fine B ' 2.0 10.6% sandy loam,sloping BeC Bice-Woodstock very B 9.3 49.4% bouldery fine sandy loams,sloping I ChB Charlton fine sand y B 3.1 16.4% loam,3 to 8 percent slopes LyA Lyme very stony fine -I AID 0.7 3.9% sandy loam,nearly level MsA Massena fine sandy C/D 2.9 15.4%1 loam,0 to 3 percent slopes 1 � J Sa Saprists and Aquepts, A/D 0.8 1 4.3% inundated 1 Totals for Area of Interest 18.9 I 100.0% Natural Resources Web Soil Survey 9/11/2013 - Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Warren County,New York Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation. are thoroughly wet. and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B. C, and D) and three dual classes (A/D, BID, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table. soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D. or C/D). the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.' None Specified Tie-break Rule: Higher Natural Resources Web Soil Survey 9111/2013 Conservation Service National Cooperative Soil Survey Page 4 of 4 Stormwater_Improvements with exfiltration Type 1124-hr 10 YR Rainfall=3.80" Prepared by{enter your company name here} Printed 9/13/2013 HydroCAD®9.00 s/n 00870 ©2009 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Driveway/Garage Runoff = 1.43 cfs @ 11.92 hrs, Volume= 2,418 cf, Depth= 1.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-27.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=3.80" Area (sf) CN Description 7,639 98 Paved parking, HSG B 9,875 61 >75% Grass cover, Good, HSG B 17,514 77 Weighted Average 9,875 56.38% Pervious Area 7,639 43.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.1111 2.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.8 180 0.0562 3.82 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 230 Total Summary for Pond 2P: Pond Inflow Area = 17,514 sf, 43.62% Impervious, Inflow Depth = 1.66" for 10 YR event Inflow = 1.43 cfs © 11.92 hrs, Volume= 2,418 cf Outflow = 0.36 cfs @ 12.01 hrs, Volume= 2,418 cf, Atten= 75%, Lag= 5.5 min Discarded = 0.20 cfs @ 12.01 hrs, Volume= 1,713 cf Primary = 0.16 cfs @ 12.01 hrs, Volume= 705 cf Routing by Stor-Ind method, Time Span= 1.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 357.10' @ 12.01 hrs Surf.Area= 838 sf Storage= 656 cf Plug-Flow detention time= 12.5 min calculated for 2,418 cf(100% of inflow) Center-of-Mass det. time= 12.5 min ( 847.8 - 835.3 ) Volume Invert Avail.Storage Storage Description #1 356.00' 5,605 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 356.00 380 91.0 0 0 380 358.00 1,340 140.0 1,622 1,622 1,310 360.00 2,724 204.0 3,983 5,605 3,095 Stormwater_Improvements with exfiltration Type II 24-hr 10 YR Rainfall=3.80" Prepared by{enter your company name here} Printed 9/13/2013 HydroCAD®9.00 s/n 00870 ©2009 HydroCAD Software Solutions LLC Page 3 Device Routing Invert Outlet Devices #1 Primary 354.33' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 349.50' S= 0.0966 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #6 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #7 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #8 Device 1 359.00' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #9 Discarded 356.00' 10.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.20 cfs @ 12.01 hrs HW=357.10' (Free Discharge) t-9=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.16 cfs @ 12.01 hrs HW=357.10' (Free Discharge) t. 1=Culvert (Passes 0.16 cfs of 2.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) -Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) S=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) 7=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.96 fps) B=Orifice/Grate ( Controls 0.00 cfs) • Stormwater_Improvements with exfiltration Type 1124-hr 25 YR Rainfall=4.40" Prepared by {enter your company name here} Printed 9/13/2013 HydroCAD®9.00 sin 00870 ©2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Driveway/Garage Runoff = 1.82 cfs @ 11.92 hrs, Volume= 3,108 cf, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-27.00 hrs , dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=4.40" Area (sf) CN Description 7,639 98 Paved parking, HSG B 9,875 61 >75% Grass cover, Good, HSG B 17,514 77 Weighted Average 9,875 56.38% Pervious Area 7,639 43.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 50 0.1111 2.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.8 180 0.0562 3.82 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 230 Total Summary for Pond 2P: Pond Inflow Area = 17,514 sf, 43.62% Impervious, Inflow Depth = 2.13" for 25 YR event Inflow = 1.82 cfs @ 11.92 hrs, Volume= 3,108 cf Outflow = 0.41 cfs @ 12.01 hrs, Volume= 3,108 cf, Atten= 78%, Lag= 5.7 min Discarded = 0.23 cfs @ 12.01 hrs, Volume= 2,158 cf Primary = 0.18 cfs @ 12.01 hrs, Volume= 950 cf Routing by Stor-Ind method, Time Span= 1.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 357.38' @ 12.01 hrs Surf.Area= 981 sf Storage= 909 cf Plug-Flow detention time= 15.7 min calculated for 3,108 cf(100% of inflow) Center-of-Mass det. time= 15.7 min ( 843.8 - 828.1 ) Volume Invert Avail.Storage Storage Description #1 356.00' 5,605 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 356.00 380 91.0 0 0 380 358.00 1,340 140.0 1,622 1,622 1,310 360.00 2,724 204.0 3,983 5,605 3,095 Stormwater_Improvements with exfiltration Type II 24-hr 25 YR Rainfall=4.40" Prepared by {enter your company name here} Printed 9/13/2013 HydroCAD®9.00 s/n 00870 ©2009 HydroCAD Software Solutions LLC Page 5 Device Routing Invert Outlet Devices #1 Primary 354.33' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 349.50' S= 0.0966 'I Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #6 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #7 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #8 Device 1 359.00' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #9 Discarded 356.00' 10.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.23 cfs @ 12.01 hrs HW=357.38' (Free Discharge) t_9=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.18 cfs @ 12.01 hrs HW=357.38' (Free Discharge) t-1=Culvert (Passes 0.18 cfs of 2.19 cfs potential flow) 2=OrificefGrate (Orifice Controls 0.03 cfs @ 5.58 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.58 fps) -Orifice/Grate (Orifice Controls 0.03 cfs @ 5.58 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 5.58 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 5.58 fps) 7=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.58 fps) 8=Orifice/Grate ( Controls 0.00 cfs) Stormwater_Improvements with exfiltration Type ll 24-hr 100 YR Rainfall=5.40" Prepared by {enter your company name here} Printed 9/13/2013 HydroCAD®9.00 s/n 00870 ©2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Driveway/Garage Runoff = 2.50 cfs @ 11.92 hrs, Volume= 4,322 cf, Depth= 2.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-27.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YR Rainfall=5.40" Area (sf) CN Description 7,639 98 Paved parking, HSG B 9,875 61 >75% Grass cover, Good, HSG B 17,514 77 Weighted Average 9,875 56.38% Pervious Area 7,639 43.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 0.4 50 0.1111 2.10 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 0.8 180 0.0562 3.82 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 230 Total Summary for Pond 2P: Pond Inflow Area = 17,514 sf, 43.62% Impervious, Inflow Depth = 2.96" for 100 YR event Inflow = 2.50 cfs @ 11.92 hrs, Volume= 4,322 cf Outflow = 0.49 cfs @ 12.01 hrs, Volume= 4,322 cf, Atten= 81%, Lag= 5.9 min Discarded = 0.28 cfs @ 12.01 hrs, Volume= 2,950 cf Primary = 0.21 cfs @ 12.01 hrs, Volume= 1,372 cf Routing by Stor-Ind method, Time Span= 1.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 357.80' @ 12.01 hrs Surf.Area= 1,218 sf Storage= 1,368 cf Plug-Flow detention time= 20.7 min calculated for 4,320 cf(100% of inflow) Center-of-Mass det. time 20.7 min ( 839.4 - 818.7 ) Volume Invert Avail.Storage Storage Description #1 356.00' 5,605 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 356.00 380 91.0 0 0 380 358.00 1,340 140.0 1,622 1,622 1,310 360.00 2,724 204.0 3,983 5,605 3,095 Stormwater_Improvements with exfiltration Type 1124-hr 100 YR Rainfall=5.40" Prepared by{enter your company name here} Printed 9/13/2013 HydroCAD®9.00 s/n 00870 ©2009 HydroCAD Software Solutions LLC Page 7 Device Routing Invert Outlet Devices #1 Primary 354.33' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 349.50' S= 0.0966 'I' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior #2 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #5 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #6 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #7 Device 1 356.00' 1.0"Vert. Orifice/Grate C= 0.600 #8 Device 1 359.00' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #9 Discarded 356.00' 10.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.28 cfs @ 12.01 hrs HW=357.80' (Free Discharge) t--9=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.21 cfs @ 12.01 hrs HW=357.80' (Free Discharge) t1=Culvert (Passes 0.21 cfs of 2.35 cfs potential flow) 2=Orifice1Grate (Orifice Controls 0.03 cfs @ 6.39 fps) 3=OrificelGrate (Orifice Controls 0.03 cfs @ 6.39 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 6.39 fps) =Orifice/Grate (Orifice Controls 0.03 cfs @ 6.39 fps) 6=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.39 fps) 7=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.39 fps) 8=Orifice/Grate ( Controls 0.00 cfs)